Loading...
Plans (402) imour ims T 2,3(7,4w S l 511'1Q � - MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��Rt© PRQppss (;,ca GINE /� 87s 2PE 9<' cncv 7 mor, OREGON cLb 14,/ ©S A. H ' EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. ........ per MiTekt° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89 UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ytONIO ii,t,.4 `1 915 uu ONALO, April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? 1 2-6-0 I 1 2-2-9 II 1-2-0 11 2-4-11 I Scale=1.28.6 1.5x3 II 3x5= 1.5x3 11 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 11 1 2 3 4 5 6 7 8 _ 000000.-410114 e ee 13 12 11 10 �i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 '°11r1 111-3-1 i 1 16-4-12 9-11-9 0. 0.7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edae1,f11:0-1-8,Edoe1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina- YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , lONIO TOP CHORD 2-3=-2463/0,3-4=2463/0,4-5=2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 c„ �0 NOTES ri � Q� 1)Unbalanced floor live loads have been considered for this design. -' j N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'T� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' 39 4k be attached to walls at their outer ends or restrained by other means. .It+ LOAD CASE(S) Standard AS' G R,0 PROFF 87022?; r '0j�,R GON 9.,,44 QS A. HO; EXPIRES:06/30/2015 April 22,2014 t _ i ®IYARNI -Vedtydesiya araomisrsaniREAP t IES ONTHIS ANt)IliWOEDidlEiKREFETcLWIE Ki 7473sgx1/2512010�USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �1{� @k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBly Criteria,OSI-89 and BCS1 Building Component 7777 Greenback Lane,Suite 109 Safely lntomraeon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. if5••authesn Piss API T anizar is spec- eat,the design.aatu:cs eon those effeatiue 06/05/201.9 by Citrus Heights.CA,95610 H Job Truss Truss Type Qty Ply 5A R41832508 PL14-89 UP F02 Floor 5 1 Job Reference(ootional), Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ 1 2-6-0 1 I 2-0-11 I I 1-2-0 1 1 1-0.9 1 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 1. e e ce e e eb 1. . 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 9-9-11 9-1113 111_1_3 I I 14-10-12 I I 9-9-11 0-1-8 0-7-0 3.8-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,[11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,10NIO 44. TOP CHORD 2-3=-2140/0,3-4=2140/0,4-5=1912/0,5-6=-1912/0,6-7=1912/0 �J BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 C72 01 WAS4 WEBS 6-10=418/0,2-13=1467/0,2-12=0/844,4-11=536/22,7-9=1480/0,7-10=0/810 G "C4 I �fe 0 NOTES r, __ ,-°_ 1. t 1)Unbalanced floor live loads have been considered for this design. / N 2)Refer to girder(s)for truss to truss connections. *` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i?r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to x.d ii 49639 be attached to walls at their outer ends or restrained by other means. C4,e0 4` ISTD- kS'LOAD CASE(S) Standard `�"0TT1Y.: C3 "\(('p; ,D PRQFe 87022PE r" / (12 . >, y �-0 OREGO 2'5) A. HE EXPIRES:06/30/2015 April 22,2014 8 8 ®W6.RN1: -Yertrrleuzya;arame9=rs and REAP PINES CN THIS AM 1M1Uf ES NNITEKREFEREALT PAGE NIT 7473 sec 1125120149FOREUSE mili. Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the r6'1 T�It° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'YI R fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Qua8iy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 IfSouthernPine OP)tumtseris specified.te Institute,781 N.Lee Street,the Suite theete ignesteem ue:231ose effective a 06/01/201.3 be MSC 4. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832509 PL14-89 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXI UY-rUStNmJLR8cx5IZUTfjxcvU WYbsw6pZcGOfs?czOQTz I 2-6.0 I I 2-5-1 II 1-2-0 I1 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 o _ e N : o e e Nur 1-� 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131.9 111-5-9 1 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8.Edoel.111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ., ONIO 14, TOP CHORD 2-3=-2508/0,3-4=2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 x'�" a BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 RTAS `Y-y, WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 Cr 4,$'4,— Cdr L NOTES k k;, Ox v 1)Unbalanced floor live loads have been considered for this design. f - 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 63 j �` LOAD CASE(S) StandardTEOCI 441 IS :..ohrr 0NAL ' - 8 • 2 P E " y �j,OREGO ti Qs4 �n Ow 4\ + EXPIRES:06/30/2015 April 22,2014 4 9 AWLRIffMS-Veslydesign parameters aadREAD IDIESON7N1SAIr Mae MIRK REFERENCE MGEYII7473mg.1,'Z9f26fd11f E USE th Design valid for use only with M?ck connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitify of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Canada,059-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southernpirte tStitaxriber is specified,the death vetoes are there effective 06/01j2g1.3 by MSC I Job Truss Truss Type Qty Ply 5A R41832510 PL14-89 UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I 1 1-411 II 1-2-0 II 1-0-9 1 2-6-0 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 0 . la' e ee 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-1-11 r-8-11I I 18-1-4 I 13-1-11 10-7-0 0-7-0 3-9-9 Plate Offsets(XY): 112:0-1-8,Edoel.113:0-1-8.Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10Ni'O 46. TOP CHORD 2-3=2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=2477/0,7-8=2477/0,8-9=2477/0 44* BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 �J©cj0 WEBS 7-13=0/354,8-12=569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 �S ,?, .16 NOTES II « r j N VI 1)Unbalanced floor live loads have been considered for this design. 1 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d • ? 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to © �I' 4�5� be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard S7ONAL � 'C '' IRQp ��<0 f,N..kG V ' .,,s,,. /0 4t' 87022P, f - 4 C p - ,ORGONc;. ? c,� \ _NbOER # ASA NS EXPIRES:06/3012015 April 22,2014 I I ®IMAM Near dea n prameders and READ IC TES ON MIS AND nicemEn 1411EK REFERENCE ME MIT 7473 toe 1725/20MBf.Fa,T£I/5£ �•• Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Crlterta,DS6-89 and BCS!!loading Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(sP#lumberssa s,rise de 1,etuues these. are. .eesowkc Qafms.3 byrAM&C Job Truss Truss Type Qty Ply 5A R41832511 PL14-89 UP F05 Floor 9 1 Job Reference(optionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX 1 UY-nsadoSLczlsfK3jta4mPhKZrVOXsafyvjK8z4VzOQTx 1-3-13 I 11-1-1 11 1-2-0 1 1 2-4-15 I 2-6.0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 IA N� / - 7.4 �-�-� N NI 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5 = 3x5 WB= 15-7-9 14-5-9 15-0-91 I 70-8-8 I 14-5-9 0--7-0 0-7-0 5-1-15 Plate Offsets(XX): (12:0-1-8,Edoel,x18:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -5Oj (} TOP CHORD 2-3=2003/0,34=2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=-4247/0, ` 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, i;} 01 WIWI/ -y' 13-14=-3519/0,14-15=3519/0 C..1 A4' f G' `y BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, /Q G Y.� 19-20=0/3519,18-19=0/3519,17-18=0/1990 h r . " WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 4 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, z 12-20=0/1057 aJ© , �#9b39, 7'`V NOTES ,f 'GIST ' 1)Unbalanced floor live loads have been considered for this design. -44 2)All plates are 1.5x3 MT20 unless otherwise indicated. 4ICINAG 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'tik0 PROF � LOAD CASE(S) Standard � <<P,�CNGL NE 'S<0 870 2PE �,144 c- CO - -9i,OREGO ti° '9 O ' 1BER1� r' 3 4. HRS EXPIRES:06/8012015 April 22,2014 ®wArito 3-Year design parameters and READ//T1Es GN MU AM MEMOMP M FsE€€R€Na PAGE HITT 7473 rcr 112512014 FEMME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mi!' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �Y( 1 fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPI1 Qualty Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suile 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSaar2Yarn Pineftpl lum5ee fs si£red,tIne tleaiyrs%aloes aretheme4festiveo6/itchfJO3.3 toy A&sC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWc¢OQTw 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II 111, 1pp,APA9llqllIlIll0 N F. N% IML 13 . 5 =' 4 3x4= 3x4= Q-i-al 4-1-0 1 6-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "•' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES01ONIO 44, ,�s, 1)Refer to girder(s)for truss to truss connections. 0Cb O1 ry WA5 sir 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Cr, ' 0 lei, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. T� 7�^ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to f4 i' /, be attached to walls at their outer ends or restrained by other means. N LOAD CASE(S) Standard 4r 49639 4 *AONAL-e34 G �.ti c.p PRO/ Iv Vic? ox F9 -0 -7 87022PE r- cv 7 '‘5( 4'O/,/.1R-4EGO ti-,4M A. HR ' ~ EXPIRES:06/30/2015 April 22,2014 t AWAAkNWAMS-Ve fyrtes(np raauefsand READ IM7ESONTICS AND ZhtMEDf4f7EKP£FEIFf PAGE MfF.7473rex1/25/201iBE USE �, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ■ T erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTelt. fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPIl Quarry Cdt•ria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 ItSout ernMale(sT Baur is c the sare,those effective 06/01129313 trvAISC MEW Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 I I 1-8-15 1 I 1-2-0 II 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 4,...............„...„.........: 0 e ee e �qXy 19 6 Xvp' 17 16 15 14 13 TZ 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1-10-12 0-1114 15-5-0 1-10-12 0.y'-8 Plate Offsets(X,Y): 12:0-3-O,Edae1.18:0-1-8,Edael,113:0-1-8,Edge1,f19:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) O IO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=950/312,3-4=950/312,4-5=-2192/0,5-6=2192/0,6-7=2379/0, ,. WAS 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 '$v , Q,e', "' BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 4' " 0� t)12-13=0/909 co ° WEBS 9-13=408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, -,f 4-16=0/641,4-17=935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 fi NOTES rd tk, ,00 49634 rtj 1)Unbalanced floor live loads have been considered for this design. :4, 'cGIsTR 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �`'101Nri.tCS 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ��c) P R or4. The design/selection of such connection device(s)is the responsibility of others. ip 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). \� G)N� s € O LOAD CASE(S) Standard 114 87022P r- 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 J Uniform Loads(plf) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) g. cpm lir 04 Vert 1=-304(F) 7 '0.),.OREGO ci, lI u%, 8 E \� q. `s A. HE EXPIRES:06/30/2015 April 22,2014 4 _ e QWARNTC-Ver it design arammeterssnMREAMNIGTFSSN1NISAtmIMIUSE€lHITEKREFERENYEEASEHIT1:13sex1125120148&JsElISE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 1» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crifeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if5truthern PIM OP)rumbasis specified,the-design uariues axe thoseeffectivee 06/O1/2013 by MSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89 UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu 1 2-6-0 1 0-5-10 11 1-2-0 1 1 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 II 1 23x4= 3 4 53x4= 8 \i, ti e e N VVVVVVVLJ e e y 1u�( 9 8 3x4= 3x4= 3x4= 3x4= 1 3-1-2 3-'�-10 3-9-10 1 4-4-10 4)61 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 7VONIO TOP CHORD 2-3=-732/0,34=732/0,45=732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 0C, dv WAsti„. WEBS 2-10=736/0,2-9=37/269,5-7=718/0 "Y NOTES � �• dy 1)Unbalanced floor live loads have been considered for this design. — f - N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''�• r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ''d49639 ` be attached to walls at their outer ends or restrained by other means. SIS i ri LOAD CASE(S) Standard '410L C' ND D PRopon ` ' 8 1 2PE /� ' y�,'0),OREGO n Otu O 'OBER 1 C>' A" Her EXPIRES:06/30/2015 April 22,2014 4 _ I AWA(WI .Ver'tydesign paaa 8>rsax-READt,TESSN7NF& maw,'EAMfl /REF tdt s ffIE7473rec'/2S/2614RB USE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. El Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �B erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek" fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DS11-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine ISR}lumber is specified,tfree steslert values are those etestirse 06/01/2015 byALSC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-fegsepO60_N4pgl epwgLrAjdNO2oWIDVey6ADGzOQTt I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.503 II 4 3x4= 51.5x3 II J = L \ • N V '''''''''''''''I),_, 1 e e 1.5x3 II 9 8 7 6 3x4= 3 3x4= x4= I 3-0-14 �21 3-9-6 4-4-6 1 6-2-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edoe1,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO 4. TOP CHORD 2-3=362/0,3-4=362/0W BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 C7 O 44 WEBS 2-9=-456/0,4-6=-424/0C ,' ( , �+,>, NOTES0) slf t` �1, t l 1)Unbalanced floor live loads have been considered for this design. j N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16 ,49639 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q ' 'isT9 4" be attached to walls at their outer ends or restrained by other means. 70IVAL PCU LOAD CASE(S) Standard �4t0 PRQp x_50 4''GiN�-e,5, (,, 870 2PE r- N y -t>,.GREG N n�'•a • CI 11 EIS N EXPIRES:06/30/2015 April 22,2014 9 ®W.55T 0.Ves:fydlex/ta parameters and READ NOTES ON MIS AND IrtiCd.MED Mirk REFERENCE PAGE ff11-7473 sex 1/29/2514 WORE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. `+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB 1RC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 If S Information PineISivi tsus nlaarslsospecified,thedesignvalises ere:-those eiOasrt sa WoilIO18 byAk 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41632516 PL14-89_UP F11 Floor 2 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-feg8epO60 N4pg1epwgLrAjc201vWd_Vey6ADGzOQTt 1 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 N p N 1c 9 O 8e3x4= 3x4= 3x4= 3x4 = I 3-1-2 3-f-10 3-9-104-4-10 � 8-8-8 I 3-1-2 0-1-6 0-7-0 I 0-7-0 0-'1-B 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,r9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Inca YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-48 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OTONIO 14, TOP CHORD 2-3=761/0,3-4=761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 4 oo �� Vasty WEBS 2-10=757/0,2-9=28/290,5-7=737/0 C9 It Q 4t .2+ NOTES lw ' �„ O 1)Unbalanced floor live loads have been considered for this design. — ./ N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. trr, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'dna 4,4G 963 4'` be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '.41s,T �r AG DPROp � GINE / ,, FR fl � `t 8 • 2PE , r 7 -9),OREGO rL�Q, O '�1ER `9 A. HE 2' EXPIRES:06/30/2015 April 22,2014 i A tow%-Verify des*parameters and READ 1C7FS ON THIS ANS MUM NITER REFERENCEP GEMIT7413rexi/15/2510BERMEtSE Design valid For use only with Mick connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quaity Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights.CA,95610 rf Sautinem Pune(Sbi laantsec is cdried,ehedesign vatxres one ttexe effective 06/02/2013 byAtSC Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 Floor 8 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 S Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-8gNWr9PknHVxQgcgNdLaOOGj6PFoF_VetcsklizOQTs I 2-6-0 I 12-3-5 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 —411141111441411141111114% 2- - 0110111.1.1....... — : 1,, 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-510-1113 113-131 I 16-53 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-14 Plate Offsets(KY): 110:0-1-8,Edge),(11:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incl YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. vs14"ONIO TOP CHORD 2-3=2476/0,3j4=2476/0,4-5=2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 aC �^ W..t"S WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 .t. / ipris NOTES co !. k"". 1. V 1)Unbalanced floor live loads have been considered for this design. , / N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Id „¢9639' '' be attached to walls at their outer ends or restrained by other means. O .tet LOAD CASE(S) Standard �`9101gA 4,,,RNc.O PROP ra- 4 870 2PE '5. N0A� 04 OREGO ti O@ 9010 4113E1R1\ `s A. H.# EXPIRES:06/30/2015 April 22,2014 s f ®WARNTAG.%leydesiVra paralwers a..4 READ?sf2lTS CM MIS AIS DEUCED ICT€X REFERENCE ME MTI 7413 me 1/2 9/20M 61F USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI I., Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only..Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sufte 109 Safely Information avatable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sauelserss Pine16P)lumber is speciiod the stessign VitittES are chose s aloon06/Os/2Qd3 byAT.SC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89 UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 1 1-411 1 1-2-0 H 1 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 o e �Xpo 1 15 14 13 12 TT 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(XV): r12:0-1-8.Edoe1.r13:0-1-8•Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) N. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. qONIO TOP CHORD 2-3=2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 Q 7 (��WAS--I-PN N. WEBS 7-13=0/349,8-12=534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14-7/395,9-11=1869/0,9-12=0/1118, C,i / (r 6-13=853/0 ~ ... 1. til NOTES — N 1)Unbalanced floor live loads have been considered for this design. k. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. el 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '_ 49539 9 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (J� rS be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �S 10AIAL G � ,R,VO PROP 0 87022 P�, y '5 ORGONq,. Ci '�'EB A Q S 04. A" H� EXPIRES:0613012015 April 22,2014 t f A WARNT,%i-Ver7ydesign parameters axdREAi7IMTESONTHIS ANDM I3DEDMITEKREFER€NNCE MOE MIT 7473me.i,/15izmiEcfi2TEI&S€ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �/ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYE-Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage,delivery,erection and bracing.consult ANS!/TPII Quaff,/Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Informafon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cftrus Heights,CA,95610 if Southern Pirie OP).tcusfs ris specified,the design values are these effective 06/01/201.4 byAXSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:17axn4OsHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr I 2-0-0 I I 1-10-1 I I-- 1-2-0 - I 1 2-53 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 • I _ N ' o- a ., e 1- 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edge1.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ROT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. , ON10 TOP CHORD 2-3=1397/0,311=1397/0,45=1183/0,5-6=1183/0 .�+� BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 �cc'acv G5r1 4. WEBS 2-12=994/0,2-11=0/571,410=1143/3,6-8=-1277/0 NOTES kI• trS' N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. y 4# 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Vr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd be attached to walls at their outer ends or restrained by other means. g AIS s. ' LOAD CASE(S) Standard v51ONA1� � Ivo PROp 870 2PE ,4,,'0jO REDO, n,, 0 'vioER ." EXPIRES:06/30/2015 April 22,2014 1 ®MI E-V rit r deup paramgten and READ hOI S ON THIS AM DOM EDMIR'REF£P ME PAGE Illt 7473 rex 1129/2614BRIVUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,delvery,erection and bracing,consult ANSI/TPI1 QuaMy Crlferfa,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauttnersn Pine(5151 lumbar is spot ed,the denim eetuzs art those at€actime oc/05f201..3 dryA8.SC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS_4Za40M1zOQTp 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 ..A 5 4 3x4= 3x4 = 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 . Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=304/0ONTO NOTES Qct? Q1 1)Refer to girder(s)for truss to truss connections. Q 0 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to k`' *4 d be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. `r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 49639 fir}« LOAD CASE(S) Standard O .4' GISTS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ulONAL Uniform Loads(plf) Vert:4-5=10,1-3-100 Concentrated Loads(Ib) Vert:2=-188(F) 4s.t cj) PROpt. „..1\-, tcN�'(N�F9 /may 87022P .^0);OR GON tiszv 0© 4I8ER \� A_ H'- EXPIRES:06/30/2015 April 22,2014 AWWNL4i.Ver,'fydc.o/gaparameters and READ IC TES ONMIS ANLRIMMED Mira REF£RENCIPAGE MZE7473mct1/25/ZOI6&E5:MEWJ5£ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual budding component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'x is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the = erector.Additional permanent bracing of the overall structure is the responsibility of the bud `�iTeR ding designer.For general guidance regarding IXB t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,OSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 ItSeutherri Pict OP}.lumberIscsezified.,the design eatacat thas:a elfestive OSfO5f2Qt1.39ayMSC Job Truss Truss Type Qty Ply 5A PL14-89_UP FG Floor Girder 2 1 R41B32521 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-4CVHGrO?Jvlfg8IDV202TpL6KD22izQxKwirgbzOQTq I 1-6-0 1 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 II 1 23x4= 11 3 4 53x4 = 6 0 N O N e XXe e e is 9 8e3x4 = /\ 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-10 1 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1.8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NIO TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,45=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 � ,itt` WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5 8=0/303 ,,, �, v Cs 4 NOTES i4 r' G w " L .."-- 1)Unbalanced floor live loads have been considered for this design. — f 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 114.. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to fa 49639 4,' be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. 15I The design/selection of such connection device(s)is the responsibility of others. S0IYALG 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��*.O PRQFFS Uniform Loads(Of) Vert 7-10=-8,1-6=-80 C' GIN S/ Concentrated Loads(Ib) COQ V' �FiQ a* Vert:11=-169(B) Ltf 87022PE fir' / 5fi-oj, OREGCa, 'L© ,ti 90 AMBER \\ -- ©, A. He EXPIRES:0613012015 April 22,2014 t AI &fARN37#3-Yedlydesi n parameters and READ MEE ON mum DELIZED NfIEN REFERENCE PAGE MEE 7473 me 05/2014 At OREME Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - ''rr erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIT@R, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DS11-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSoul hern Pine ISPllumtae¢isopocitocf.tine design wheel ane those effect re 06/01/26118 brALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEI IDimensions are in ft-in-sixteenths. iiroh, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0 1/16• 4 wide truss spacing,Individual lateral braces themselves may require bracing,or alternative Tor I 3.11111E a ce bracing should be considered. O 3. Never exceed the design loading shown and never l-� !(-) .4stack materials on inadequately bracedtrusses.Provide copies of this truss design to the building For 4 x 2 orientation,locate illi,11110110A1 U 7-13 C6-7 C5-6 O, designer,erection supervisor,property owner and plates 0-14.4'from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �! Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is Installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. =II 116.611M number where bearings occur. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable ►—� ii.:...—.... environmental,health or performance risks.Consult with project engineer be ore use. Industry Standards: Mt ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words p and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. m ask. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 401-0' J1 _ J2 `\ N - J2C J3 ! J3C J4 � it J5 C , , 7:12 J6 - J7 -. _ J7 lit J8 N - J8 so J9 -- -- ` '', J9 J10 m °�/ i J10 J11 _ Vx J11 f.. cP $ - ' ' °� °° J10 CO 14.12 J8 11 s 12 J7 7' 12 _._, J6 - \ J120 J f1 � I J13 (5) 14: 2 a4 ���q FIGUS'd6 F.- iriitll FIGU326 C3'2) 'b, 2 �- .--, _ - J13 v or N ' �- as- - .r 12 ,L_,ii �� AL CONFORMS TO DESIGN CONCEPT GARAGE LEFT ❑ CONFORMS TO DESIGN CONCEPT WITH i�SIONS AS S�IOWN ®CONFORMS TO DESIGN CONCEPT I. ❑11N CONFOIlMi G-REVISE AND RESUBMIT ❑CONFORMS TO DESIGN CONCEPT WITH REvtSIONS VOTER THIS SHOP DRAT:'ING HAS BEE'REVIEWED FO GENERAL CONFORMANCE El NONCONFORMING REVISECRESUBMIT J WI"i THE DESIGN CONCEPT 0.Y AND CIOES NOT BELIEJE THE ? w EE 4041° FABRICATORIVENOOR OF RESP NS:BI;ITY FOR CONFORMANCE WITH THE ate. WDESIGN DRAWINGS AlD SPECI ICATIONS ALL OF WHICH HAVE PRIORITY DRAW.SPEDIRDWPAIN3 AND:ka:A31£:ou:5.ALN CP 1101101 PAVE OVER THIS SHOP OWING. CONTRACTOR SMALL VERIFY ALL DIaNSIONS. RV Alexia Fukui Date_ 9(22(14____ ASIERRANDT ARCHITECTS By; Todd R. Eaton Date: September 19, 2014 CT ENGINEERING®J IVappeghtCompuTruslnc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 4 POLYGON NW 03/27/14 PLACEMENT Au s�CU LY.RESAARTO PROJECT TITLE: REVISION-1: DRAD EWINGS FOR ALL FURTHER NEERED STRUCTURALi PLAN 5—A COFFER INFORMATION.BUILDING DESONSIBLEF FOR OF RECORD PLAN: DRAWN BY:JP REVISION-2 RESPONSIBLE FOR ALL NOBUILDI S i! TO TRUSS CONNECTIONS.BUILDING 5—A / A—A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). N9 Zpr .117 .fr ir t ., i ,r Al 47a' i *41 24242 '`mss ' ' JD 1 10%4/=1. EXPIRES i-S 8' 11 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2- 3= -3018) 1136 10-11=(-562) 2250 10- 4=(-235) 829 WEBS: 2x4 KDDF STAND; 3- 4= -2885 124111-12=(-258) 1671 4-11=(-736) 574 2x4 DF STAND A LOADING 4- 5= -2255 1241 12- 6= -736 574 1147 12.13=(-597) 2094 11. 5= -460) 1077 LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6= -2255 1147 13- 8=(-834 2444 5-12= -460)`) 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0' 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M20HS,M18HS,A16 = MiTek M� series THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 625) 43'- 9.5" -378/ 2067V -323/032OH 5.50" 3.31 KDDF 3H 5.50" 3.31 KOOF ( 625) JT 2, 8: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 asfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076' @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" '1' 'f 1 NOTE:Design assumes moisture content does 1' 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 not exceed 19A at time of manufacture. 12 12 system conforms to 7.00� M-4x6 Q 7.00 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 ; load duration factor=l.6 Truss designed for wind loads M-5x8(S) in the plane of the truss only. M 5x8(S) 0.25" 025" v4 /\. 1-1.5x3 0 o M-1.5x3 4 -- 1\ 00Aao 2 A 10 ii i� 19 8 • ' M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x80 M-5x8(S) M-5x8(S) (S) y y J, J, y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 ss JOB NAME: 5-A POLYGON NH - B2 Scale: 0.1445 �� f �(" 4O WARNINGS: GENERAL NOTES,unless otherwise noted: �� vNz i/ r `It.-,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 =92•`P G. r B2 and Warnings before construction commences. building component.Applicability of design parameters and properAdOr /^/' Truss: B 2incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at lip'o.c.respectively unless braced throughout their length by (.4�^�11 DES. BY: EE Is the responsibility of the erector.Additional per anent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ �G ,�QREGON�� �/� SEQ. : 6037152 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, //�� �1 design beds be applied to any component. and are for"dry condition"of use. ��,/ '7 1 4 ,O "`�" TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Designs ssumes full bearing at all supports shown.Shim or wedge if ` { �y fabrication,handing,shipment and installation of components. ry `I`„1+' V p Po 7.Design assumes adequate drainage is provided. 6.This design Is famished subject to the irritations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center IAARCA in BCI,copies of whch will be furnished upo nes coincide with joint nter Ines. IIIIII VIII IIID VIII VIII VIII VIII(III(IIIMiTPe USA,lnCs/CompUTrus(Software 7.6.6(1L)-En 66(1LEn request 10. le In inches. 9.Forits incate size basic connector oplfatedesign values see ESR-1311,ESR-1988(vliTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDOF It1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0 114 2- 9= -843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF SANTR SPACED 24.0" O.C. 3- 4= -2865) 1232 10-11=I- 267` 2217 9-1637 4-10=(-737) 574 BC2x4 KDDF STAND; 630 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL 7.0) ON TOP CHORD= 12.0 PSF 5- 6= -2229) 1164 12- 8=)-829) 2355 5-11= -450) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6-12= -258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0' LL = 25 PSF Ground Snow (Pg) plateITED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (((orrrno1prefix1) = CompuTrus, Inc LIVE OLOADOAT LOCATION(S) SPECIFIED BY IBC STORAGE1 . LOCATIONS0'- 0.0" -380/AQ 064V -302/TIONS ACT316H 5NS .50" 3.30ZE N KDDFPI 625 M,M2OHS,M18HS,A16 = MiTek M7 series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans )GOND. 2: Design checked for net( 5 psI) uplift at 24 "ac Spa 'no VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.163' @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314' @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074' @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7" NOTE:Design assumes moisture content does 21-10-12 not exceed 19% at time of manufacture. 21-07-08 Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. T ' '1 T '1 f ' Wind: 140 mphh=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 V M-4x6 Q 7 00 load duration factor=1.6, 5 4.0" Truss designed for wind loads in the plane of the truss only. M-5x8(5) \1 :-5x8(S) 000001 0.25" 25" J� V Lo0 P) +: + v M-1,5x 3 M-3x5 + + A411k\ ., .M•1.5x3 Q co o 2! 9 10 T T 1, 12 P. o = M-3x8 M-3x4 0.25" 0.25' M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) y 1, ), ), ,1 y y y 8-11-01 8-11-15 7-11-08 8-11.15 8-07-13 y 2-00 43-06-04 _ PR JOB NAME : 5-A POLYGON NH - B1 ' my-, Scale: 0.1411 5iN 'r/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4t.r~ •r� 9 a Iq z !t7Ir -� p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'f ' !7 ,f"L r- Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ly permanent bracingof at�,4,r�-- DATE: 8/22/2014 responsibilitybuilding 9 continuous sheathing such as*woodquired ng(rC)and/or drywati(BC). ,= the overall structure is the of the designer. 3.2x Impact bridging or lateral bracingrequired where shown++ It 4.No load should be eppied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. ..� OREGON ,/, SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f N>x .. design loads be applied to any component and are for"dry condition"of use. r� ,1� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll beating at all supports shown.Shim or wedge If L� �• 14 4-Q /ix,C fabrication,handing,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. '� 'R R ILS- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII)VIII VIII VIII VIII VIII IIID IIII IIIITPI/WfCA In BCS),copiesof which will be furnished upon request. lines coincide with Joinppt 19.0.Fr basicentIn inches. er lines MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digits Indicate c of design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11= -1431) 2572 3.11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF @1&BTR SPACED 24,0" O.C. 2- 3= -3025) 992 11-12= -1288) 2429 11- 4= -49 296 WEBS: 2x4 KDDF STAND; 3. 4= -2875 987 12-13= -1034) 2330 4-12= -445 367 2x4 OF STAND A; LOADING 4. 5= -2453 910 13-14= -850 2024 12- 5= -216 868 2x4 KDDF @1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541) 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7.13= -254 324 TC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 8- 9= -22431 ) BC LATERAL SUPPORT <= 12"OC. UON. LL= 25 PSF Ground Snow (Pg) 9.10= -141) 594 8-14.(1157 14-19= 226)) 497 23291300 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625 OVERHANGS: 24.0' 0.0" 43'- 6.3" -259/ 1936V 01 OH 5.50' 3.10 KDDF625 M-1,5x4 or equal at non-structural ICOND 2 Design checked for net( p50) uplift at 24 "oc spacinc. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL= 0.165" @ 15'- 9.7" Allowed = 2.130° MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25° ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114° @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does not exceed 19°8 at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting ( T 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. 1' ' '1 '!" '' 1 '1 1 Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=1.6 ( Truss designed for wind loads 12 in the plane of the truss only. M-5x6(S) 70,00, 7.00 M-4x6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 y y 9 1� 0.25" v + _ +f v 0 c; V+ + -I- ' cl- M-1.5x3 4\ + of o o 2' 11 nip 1 13 1 t4 13* - M-3x8 M-3x4 0.25" M-3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) 1y y ,1 ), 1, 7-11 7-06 9-05-08 9-03-12 9-04 J, y y 2-00 43-06-04 fQ`�'0 PR Ott JOB NAME: 5-A POLYGON NH - AH3 5; G4451 /(Nf?� i Scale: 0.1504 t.l. 11 ©�� WARNINGS: GENERAL NOTES,unless otherwise noted: F�-s�c-° 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t.' .921• E r and Warnings before construction commences. building component.Applicadlity of design parameters and proper !'}} Truss: AH 3 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively •unless braced throughout their length by • 4P,pa ^-.„ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q. SEQ. : 6037154 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, �". ` +t� design beds be applied to any component. and ere for"dry condition"of use. / -4 3. 2.0'‘' -.�' TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If O 14 necessary. 0' fabrication,handling,sNpment and installation of components. 7.Design assumes adequate drainage Is provided. �} Flit-‘.* 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. 9 lDigits indfines coin cate jooint plate in center 10. V MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1431) 2572 3-11=( -152 192 15-10=(-182) 108 BC: 2x4 KDDF #I&BTR SPACED 24.0" 0.C. 2- 3=(-3025 992 11.12= -1288) 2429 11- 4=) -4-49 296 49 367 WEBS: 2x4 KDDF STAND; 3. 4=(-2875 987 12-13= -1034) 2330 4-12= 2x4 OF STAND A; LOADING 4- 5= -2453 910 13-14= -850 2024 12- 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541) 1259 12- 7=I -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8=( -226 582 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9.(-1563 594 8-14=( -966 497 LL = 25 PSF Ground Snow (Pg) 9.10=) -141 157 14- 9= -329 1300 9-15=)-2078 770 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625 OVERHANGS: 24.0" 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5,50' 3.10 KDDF 625 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND- 2: Design checked for net( pcf) uplift at 4 "o a iaa I M,M2OHS,M18HS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2,25" MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" "' For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7° Allowed = 2,130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2,840' MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. Pr 15-11-11 27-06-09Design conforms to main windforce-resisting ( system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, I I T II I T 1' T (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dcr), load duration factor=1.bl, 15-09-12 Truss designed for wind loads in the plane of the truss only. 12 M-5x6(S) 7.00 P M-4x666 M-3x4 0825" =M-44x4 M-1.5x3 M-5x6(S) , yr 9 a --/ 0.25" + i + 13 v- ,- c)M-1°5x31\ a rn A \ ii ,M-3x8 M-3x4 1u.25" 13 '( j4 16* -/ M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y y 1, i, y y , ,, 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 Scale: 0 150a �5•cct" � p" ��`',0 WARNINGS: GENERAL NOTES,unless otherwise noted: <{/ F 4 lin * 1.Builder and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual t -920 SPE {' Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o,c.such tivey unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/< Mr DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ yR CC. /� 4.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q corrosive environment, �£ "�V 1X k. design loads be appled to any component end are for"dry condition"of we. .</ no TRANS I D 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 F fabrication,handling,shipment and Installation of components. necessary. provided. A �p t�ti \��. 6.This design is furnished subject to the Rmitations set forth by 8,Designlateshall be locatednon both faces of of truss,and placed so their center ,V! +l rl t L Mil VIII 1110111111111111 III VIII VIII VIII IIII IIII TPI/WrCA in aCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6.00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 IC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 114 2-11=(-1639) 4875 11- 3=( 0) 300 9-16=(-4391) 1805 2x4 DF 2400F Ti 2- 3=�-5879 1836 11-12=I-1642 4872 3.12=( -366) 286 16.10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -5549 1990 12.13=1.2387 5968 12- 4= -428) 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 13-14= -2428 5968 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF LL 50.0 +DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6= -4731 1764 14.15=�-2062 4966 6-13= 0 419 2x4 DF STAND B' TC UNIF LLI 100.0+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7. -6028 2379 15.16= -1257 2945 13- 7= -4 166 2x4 KDDF STUD C BC UNIF LL 0.0 +DL 40.0). 40.0 PLF 0'- 0.0" TO 43'- 6.3' V 7- 8= -5543 2225 7.14= -967 519 8- 9=(-3514 1448 14- 8= -312) 1314 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=( -100 112 8.15= -2455) 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF 625 OVERHANGS: 24.0" 0.0" IGONO 2' Design checked far net(-5 p01) uplift at 24 "Sc spacinr.l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL = -0.032' @ -2'- 0.0" Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.290" @ 19'- 5.3' Allowed = 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569' @ 19'- 5.3' Allowed = 2.840' MAX HORIZ. LL DEFL = -0.108° @ 43'- 0.8' MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 11-11-11 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� T Truss designed for wind loads 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 in the plane of the truss only, T T TT T T T T T 11-09-12 T TV640# M-7x8(S) 12 M-5x10 7,001/ 5 =M-6x6 0,725" =M-66x6 =M-10x10 M-130x6 re rg II M-3x4 v ici, + L(D + A A oor M4 "2� 2 11 12 1 X 14 of- d5 18* -! M-1.5x3 M-3x10 8.25" 7-.7M-4x4 0.25 M-4x10 =M-8x8(S) =M-10x10(S) 1, y ,1 y 1, y )' 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y 2-00 43-06-04 a,tJOB NAME: 5-A POLYGON NH - AH1 j' 1 INEp„on Scale: 0,1519 �`5 � IZz/ °� WARNINGS: GENERAL NOTES,unless otherwise noted: C���7if--' 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Indk4duel T,92 a PL and Warnings before construction commences. building component Applicability of design parameters end proper Truss: AH 1 incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure atability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y9OREGON 4(,( SEQ. : 6057156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,t;- '1", N A, design bads be eppied to any component. and are for"dry condition"of use. /^ '7 2Q ,s4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If C) 14 � necessary. + fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R y L . 6.This design is furnished subject to the Imitations sat forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA in BC copies of 11111111111111111 M Tee USA,Incs/CompuTrus will 7.6 6(1 L).-E request. 10.(For basic con ectorines coincide with oplate design values see ESR-1311,ESR-1988(MiTek) int center lines. 9.Digits indicate size of late In Inches. EXPIRES:12/31/2015 111IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0 114 2.11= -1212) 3463 11. 3=( -236 849 17- 8=(-300) 336 BC: 2x4 KDDF 91&BTR; SPACED 24.0" O.C. 2- 3=I-4062) 1544 11-12= -1139) 3226 3.12=' -5061 350 2x4 DF 2400F B5 3- 4=(-3073) 1177 12-14= -797) 2720 12- 4= 0 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0 0 4.14=1 -567 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= -2298 1240 14.15= -626 2374 5-14= -288 1055 DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2207 1142 15-16= -261 1600 5-15= -1419 749 TC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD= 42.0 PSF 7. 8= -2812 1243 16.17= -595 2048 15- 6= -558 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2957) 1138 17- 9= -836) 2403 6.16=( -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 114 16- 7=( -722 578 OVERHANGS: 24.0" 24.0" 7.17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector platerrefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEADLOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670` JT 9: Heel to plate corner = 2.25' ICOND. 2: Design checked far net(-5 psfl uplift at 24 "ac spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036° @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043• @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211' @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-1'2 MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed = 0.200" T T . MAX TL CREEP DEFL = -0.043' @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102' @ 43'- 4,0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0' 12 12 7.00 M-4x6 7.00 NOTE:Design assumes moisture content does 4.0" 9 not exceed 19%s at time of manufacture. 6 "„' Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(S) M-5x8(5), Wind: 140 m ht h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" load duration factor=1.6 Truss designed for wind loads e `k in the plane of the truss only. 0 o 0 M-3x4 M-1.5x3 v M-3x4 3 M 4x6 o 12 �' M-5x6 M-3x4 0 , 15 )617 s goo M-4x6+ o ld-5x10 0.25' M-3x4 M-3x8 0 - 2.75 2.04 c M-4x10 M18HS-5x16(S) 12 12 , ), )' yy )' ) y :05-0 5-10-08 6-02 0-,,11 10-04-12 8-11-15 8-11-01 y y ,, 2-05-08 12-00-08 1;10-04 27-05-04 ,2-00 y2-00y 14-06 29-03-08 , , 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - 63 � ,�o pRnF�ts (51 Scale: 0.1309 ��CJ 10'N yin /0 WARNINGS: GENERAL NOTES,unless otherwise noted: � 4 t�-��7 'y..- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92 t$f E t' Truss: B3 end Warnings before construction commences. building component.Applicability of design parameters and proper �Y+ ....,- ,410P/°;'2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,,,�" �1�! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at / DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC) rywa( ) DATE: 8/22/2014responsibilitybuilding designer. g plywood C and/or d II BC. -1. C' • the overall structure is the res nsibii of the 3.2z Impact bridging or lateral bracingrequired where shown++ # 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - -� OREGt7N 4, SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- �� design loads be applied to any component end are for"dry condition"of use. / (� TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 ,Q,, fabrication,handing,shipment and Installation of components. necessary. s pr t f 6.This design is furnished subject to the imitations set forth by 8.PlateDesis shall be locatn assumes ed on boate th faces se i of truss,and placed so their center R`L4 1 111111VIII VIII VIII VIII IIII VIII III IIIITPINVECA In BCSI,copiesof which wilt be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22.13=) -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3891) 1497 15.16= 931 2763 15- 4=(-277 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508 1481 16.18=) -757` 2413 4.16=)-342 253 2x4 OF STAND A LOADING 4- 5= -2938 1219 17.19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5.18= 543 368 IC LATERAL SUPPORT <= 12"OC. UON. 6L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 LL = 25 PSF Ground Snow (Pg) 9.111= -1914` 1045 992 22-14=( -818) 2248-720) 2182 18.20= -93 265 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=5.2294 1043 9.21= -495 193 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 12.13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21.12= -434 341 OVERHANGS: 24.0' 0.0" 12-22= -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625 Connector plate prefix designators: 43'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,C818 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl upliftat 24 "oc24 "oc a6n cingg) ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13 �4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0,174" @ 17'- 8.5" Allowed = 2.130' T T TT T '' if '' T T MAX TL CREEP DEFL = -0.335' @ 22'- 10.8" Allowed = 2.840' 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7" T T T 1' ' MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7" 15-09-12 15-06.08 NOTE:Design assumes moisture content does T T T not exceed 19% at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00 Q 7.00 system and components and cladding criteria. M-5x6(S) M 4X6 7 8 9 ..I X6 Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 ,M-5x6(S)4. (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=/.6l 0.25" / Truss designed for wind loads 0.25" in the plane of the truss only. Nr 2 Z-3 M-3x4 +t \ \A .3x % +rAM;; I M 4x _ o / x10 M-3x4 17 9 20 ) 22 1a*M-5x10 M-3x4 0.252' M-3x4 M-4x6 0 M-4x6+ 8 S a 2.75 1.89 v M-5x8(S)) 12 )12 y y 1-90112 y y 1- y 1- 2-05-0J3 6-06-10 5-05-14 11108-02 5-07-14 5-05-12 7-C6 7-07-12 y 2,-05-08 13-01-04 y 2-00 25-11-08 y y 14-06 29-00-04 y 2-00 43-06-04 X00 PROFS JOB NAME: 5-A POLYGON NH - BH3 �� A,.�Ssi Scale: 0.1286IZ7(! WARNINGS: GENERAL NOTES,unless otherwise noted: 44 ,7,` -Ir r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual C' 7'92e.PE C' Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such las bracing in ere s and/or drywall(BC). DATE 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braung required where shown++ M t'rt , 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON W SEQ. : 60371 58 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses arefto be used in a non-corrosive environment, ,G. -j Na design loads be appled to any component, and are for"dry condition"of use. .6% -p ' r�Q -,�-. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if CJ 1 4 V� fabrication,handing,shipment and installation of components. necessary. PPo 7.Design assumes adequate drainage Is provided. - "r P R Ia O' 6.This design Is furnished subject to the imitations set forth by 8.Plates shag be locatedppon both faces of truss,and placed so their center IANTCA in I,copies of rus which will be VIII VIII VIII II II VIII VIII VIII IIII IIII MTTpe SA,lnc./CompuT s ISoflw a 7.6.6(1 L)-Z request. 10.Folinr basic connector de with al plate design values see ESR-1311,ESR-1988(MITek) nt center Ines. 9.Digits indicate size of late In inches. EXPIRES:12/31/2015 I 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177 3199 15- 3=( -99) 614 22.13=1 -87) 221 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 3-2- 3=(-3891)8) 14817 15.16=1 --931 937) 2763 154.14=)-277` 253 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19=(( 0) 0 16- 5= -121) 527 LL( 25.0)+DL( 7.0) 10.0 -2388 1115 _ 1 )-4005 9644 TC LATERAL SUPPORT <= 12'OC. UON. DL ONBOTTOM CHORD = PSF 6- 7= 00 19-20=((((( 544 2087 18- 6= BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= 542 2142 18- 8= -486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 1992 22.14=045 ) -818) 2248 2182 18-20=9- ) -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 12-13= -2668 1116 11.21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 OVERHANGS: 24.0' 0.0' 12-22=( •68) 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50' 3.30 KDDF 625` ** For hanger specs. - See approved plans 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2.92 KDDF 625) ICONS. 2: Design checked for net(.F pat) uplift at 24 "oc spacinc ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5' Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL= -0.335" @ 22'- 10.8' Allowed = 2.840" 4-02-11 4.04-07 1-08-13 4-07-09 5-03-08 4-10-08 T MAX HORIZ. LI DEFL = 0.095" @ 43'- 0.7" T f ff f f ff ,r f MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0k 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does '1' ' f f 1")' ' ' ' i' T '1' not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting 1' T 1' f system and components and cladding criteria. 12 M-4x6 M-4x6 7.00(7 M-5x6(S) 7 M-3x8 M-3x4 1,1 12 Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.1Ot M 5X6(S) Q 7.00 (All Heights), Enclosed Cat.2, Exp.6, MWFRS(D>r), load duration factor=1.� 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. V. •2 T M-3X4 +, \\ Ai1.5x3+b +f .3x5 M1.5x3 M-4x6i/.��•�5 16 c') . - - _ - n 2 M-5x10 M-3x4 CD 17 19 20 i 22 10* � M-4x6+ o M-5x10 M-3x4 0.252' M-3x4 M•4x6 c - 2.75 1,89, _M-4x8 M-5x8(S) 1y2 y y 1-90 2y y y y y ,-05.0j 6-06-10 5-05-14 11108-0z 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 , 2-0011 25-11-08 y y y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale. 0.1266 '(C.:Cs F�QA WARNINGS: GENERAL NOTES,unless otherwise noted: <{r� �2l+ l BH2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . 7924*P E /"' Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component Is the responsibility of the building designer. fr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of by continuos sheathing surespectively h as p�ood sheath nless g(tTC)and/or d iywen(BC). ,,.�",1mrr _'"'f < 'r". DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -ii (C SE�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON W. : 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, " ,. ,, b ,`�/ design loads be applied to any component. and are for"dry condition"of use. �� ,S,{ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If ,0 14 2 �PT fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. Fi,rs`i �, 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center �r'lf!-7 4. lin s IIIIII I III VIII VIII VIII VIII VIII IIIb IIIb MTTPe SAnInCJCOmpuTfu9 Software 7.6 6(1 L)E I,copies of which will be furnished upon request. 10.For basic coincide onnector plate design values see ESR-1311,ESR-1988(MITek) 9.Signs indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WA/DDF/C =1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2- 0) 114 2-15= -1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDDF #1&BTR 72, T3 2- 3= -8240 2291 15-16= -1727 6287 3.16= -728) 178 13-22 0) 299 BC: 2x6 KDDF #18BTR LOADING 3- 4= -6514` 2010 16-17= -1666` 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17.18= -2003 5967 4-17= 494 262 2x4 DF STAND A; TC UNIF LL) 50.0 +DLI 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0' V 5- 6= 0� 0 18-19= -2095` 6120 17- 5= 631 2092 2x6 KDDF STAND B IC UNIF LL 100.0 +DL 28.01)= 128.0 PLF 12'- 0.0" TO 31'- 6.2" V 5- 7= -5197 1853 19.20= -2199)) 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2" TO 43'- 6.2' V 7- 8= -6026 2221 20.21= -2060 5951 7.18= -465 1243 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0 +DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 6.2" V 8- 9= -5957 2233 21-22= •1418 4762 18- 8=( -19 222 BC LATERAL SUPPORT <= 12'OC. UON. 9.10= •6194) 2281 22-14= -1415) 4765 19- 8=1 -779 384 TC CONC LL 500.0)+0L( 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= 541 281 IC CONC LL) 500.0)+DL(140.0)= 640.0 LBS @ 31'- 6.2" 11-12= 0 0 9-20= •282 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12-13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE. 13-14= -5833 1764 10.21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ) 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans (GOND 2 Design checked for net( p01) uplift at 24 "ac spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.287' MAX LL DEFL = -0.350" @ 21'- 11.8" Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840' MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06--10 2(-03-08 5-02-05 0-06-10 5.08-10 not exceed 19% at time of manufacture. 2-09 T T 4-04 2-02-13 5-05-13 f f 4-07-11 5-05-02 f f Design conforms to main windforce-resisting . , f f f , f f - f f ,- system and components and cladding criteria. 11-06-08 Wind: 140 mph 11=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 11-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 640# �1i40# load duration factor=l.6 12 M 7x8 S 12 Truss designed for wind loads M-3x5 ( ) in the plane of the truss only. 7.00 P M 5�C12 M-3x4 0.25" =M-4x4 11 M-5x10 '\I7.00 y!w8 OI- 10 14144 1111111111114 M-3x4 -3x4 r� t o M-3x8 coM18HS-3x18 M 7x12 co 711 4.11.°V B o n Lc) /+� 16 17 1:�^ Rei ee .�- ri 1 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0.2e° M 3x10M 1225x3 14. o M-4x6+ M-4x6+M18HS-7x14 =-M-8x8(S) - 2.75 2.75 0 1 12 12 /, y 1, /, ), y ), 1, 1, y , -05-0a 4-04 4-05-12 3-02-11y2-00 8-01 7-11-04 5-05-02 5-06-14 , ,2-002-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 E. JOB NAME: 5-A POLYGON NH - BH1 4\'�,to RRO/ Scale: 0.1366 kr �'`(I2z/9 i"4q WARNINGS: GENERAL NOTES,unless otherwise noted: R ]Irrk� fPE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ,-vG fo/1-L. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss B H 1 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr/' DES. BY: EE. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.."41111111. , DDAT non-corrosiveG" A..E: 8/22/2014 the overall structure is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ /'i SEQ. : 6037160 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "qr OREGON 4(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, dN� design loads be applied to any component. and are for"dry condition"of use. ./j1 "7), ,�4 20� " - TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if CJ fabrication,handing,shipment and Installation of components, Dnesessary. ++ P 7.Design assumes adequate Loge is provided. R R`�,. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincidenctwith joint ate center Ines. 9.Digits ndoplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =I 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0 86 2- 8= q BC: 2x4 KDDF #1&BTR ( (--44 734 3- 4=(-295) 388 SPACED 24.0" O.C. 2- 32(.1004 236 8- 9={ 48 481 8- 4.(-295) 595 WEBS: 2x4 KDDF STAND 3- 42( -885 459 9. 6=) -74 602 4. 9=)-294) 595 LOADING 4- 5= -885 459 9- 5=1-401) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=).1004 236 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0° LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF ( 625I M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for nett-5 POI uplift at 24 "o0 spacing.) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003' @ -I'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979" MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0' Allowed = 0.100° M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14.00 V 4 4.0" \14,00 MAX HORIZ, LL DEFL = 0.011" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5° P` NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dxr), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. cr M-1.5x3 M-1.5x3 m 0 C'') 0 0 N r se T 044 Iln 0 do 8 9 o M-3x4 0.25" M-3x4 M-3x4 0 A- M-5x6(S) 1, y .1 .1 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 % PRt1F�6s Scale: 0.2044 CsJ . !1(ry�I/�I,+Q /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.4 SI y f2Z / /c -7 C2 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual ;1: T C ®P C. t` Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. by: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by I/ DATE: 8/22/2014 responsibilitybuilding designer, continuous sheathing such as plywood required ing(TC)and/or drywell(BC). ,.." the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ T f (C. 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON I,. SEQ. : 6037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^i! design loads be appsed to any component. and are for"dry condition"of use. �" � A ��,,{� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fall bearing at all supports shown.Shim or wedge If �Q k 1 4 lip �T' fabrication,handing,shipment and installation of components. necessary. { q, 7.Design assumes adequate drainage is provided. ./14 .pp�y7 t` L V 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl h 5.. lines coincide with IIIIIII VIII VIII VIII VIII(IIII VIII IIII IIIII/WTCA in BCSI,copies of which will be furnished upon M'ITTPB SA IDC./CompuT s Software 7.6.6(1 L)E request. 10.For basic connectorplate design values see ESR-1311,ESR-1988(Wok)o int center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" 1,1 • 1• •ii i• ' I- - ' 'r 'i'i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KDDFF #1&BTR B2 NOTE:Design assumes moisture content does 2x4 KD BC: 2x4 not exceed 19% at time of manufacture. BTR; SPACED 24.0' O.C. LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF Wind: 140 mpht h=25.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-101 CConnector plate prefix designators:= Co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 (or no iTk prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.8, = M>Tek MT series RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL Truss designed for wind loadsin the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON.. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 IIM-4x4 12 / 14.00 V NN \14.00 v CD co co m 4111111111161 M-3x4 o M-3x5(S) o / M-3x4 y ), ), 6-10-15 13-07-01 y 1, J, y 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - Cl IN 961 O �RQp Scale: 0.2158 , 11zl /G? WARNINGS: GENERAL NOTES,artless otherwise noted: 4l nn / 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual tt• 72 0 0 f-p'�E C. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss C 1Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �#-I- 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A1�mmar.•-- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ if ��" 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 7L _OREGON b, �<(/ SEQ. :. 603 7162 fasteners are complete and at no Owe should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �f { design bads be appled to any component. and are for"dry condition"of use. /jt '7 • 1 2Q '^i•- TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes n 11 bearing at all supports shown.Shim or wedge if s✓ O�1 necessary. jr ` V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is Provided. ' R R y`,,,- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center UWICA in BCSI,copies of whh will be furnished upon 11111111111111111111 VMiTTPe USA,lnc./COmpUTfus(Software 7.6 6(1 L)E request. 10.For basic lines con ectorde with oplate design values see ESR-1311,ESR-1968(MiTelq int center Ines. 9.Digits indicate size ofplate In Inches. EXPIRES:12/31/2015 111111111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 9=(•1252) 5318 2- 3=(-8954 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR 2- 3={ 8954) 2004 9-10.(-1252 5318 9- 3= -102 114 7.13= -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738) 2060 10-11=)-1284 5552 3-10= -192 616 7- 8=)-10200 2302 2x6 KDDF 712 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11-12= 1154 5472 10- 4= -900 3994 TC UNIF LL 50.0+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6= -6390 1640 12-13= -1320 6044 4-11= -2838 804 IC LATERAL SUPPORT <= 12"0C. UON, BC UNIF LLI O.OI+DL( 20.05= 20.0 PLF 0'- 0,0' TO 7'- 0.0" V 6- 7= -8600 2028 13- 8= -1324 6066 11. 5= -2388 9292 BC LATERAL SUPPORT <= 12"OC. UON, BC UNIF LL 522.4 +DL( 375.2 = 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 11. 6= -2680 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 8,0" V 6.12= -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+OL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES C,CN,C18,CN18 (or no prefix) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF 625 M,M2OHS,M18HS,1116 = MiTek Mt aeries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MiT, 20'- 6.0' -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) '",- 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2 Design checked for net( paY) uplift at 24 "ac spacing )0( nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L 180 9" oc in 1 rows throughout 2x4 top chords, / �XVX\ 5" oc in 2 rows� l throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100' 9" oc in 1 raw s throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069' @ 14'- 7,7' Allowed = 0.979" LOADS) EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed . 1,306" 10-03 10-03 MAX HORIZ. LL DEFL = -0.016° @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01.04 2-09-12 3-04 NOTE:Design assumes moisture content does T T T ,1 1' T '' not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce•resisting 14 OO M-5x8 system and components and cladding criteria. N 14.00 5 5'0 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 "11 Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x6 CO 0 r M-4x12 M-5x12 0 M-5X16,; �n .�, mn r\\\ M o � � �� o o M-195x3 M-7x12 tb.25" M-61x10 M-3x10 6 0 y ***j3751H-M-10J10 (S) y y y 1, 1, 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02.04 y 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 Scale: 0.1681 �5'�` GpN �cS,s0 WARNINGS: GENERAL NOTES,unless otherwise noted: <lr /2zio 2`Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' .192 0®t-E 1- Truss: C3 end Warnings before construction commences. building comporent.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. railr, .010. 3.Additional temporary bracing to insure stability during construction 2.Design assumes She top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'c.c,respectively unless braced throughout their length by p ry permanent bracing of continuous shear/ng such es plywood sheathing(TC)end/or drywall(BC). �. ...- DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bldg n;or lateral bracing required where shown++ * I 4.No load should be appied to any component until after all bracing and 4.Installation oft vs i.;the responsibility of the respective contractor. OREGON SEQ. : 6037163 fasteners are complete and at no time should any loads greeter than 5.Design assum. :mesas are to be used in a non-corrosive environment, 4- 7! bs , TRANS I D: 406556 design loads be applied to any component and are for dry conciton"of use. /0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assume.:.til healing at all supports shown.Shim or wedge if -7 14 2.0 A4 fabrication,handling,shipment and Installation of components. necessary. { 7.Design assume ',del./ate drainage Is provided. )f�1 tL. 6.This design is furnished subject to the ArNtations set forth by 8.Plates shall be-rcated on both faces of truss,and placed so their center +7 rl 11.. I VIII VIII IIIIIIII IIII VIII I II IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide Jo nu center Ines. 9.Digits indicate r.. a 0::ulate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E For basic conno. aar?late design values see ESR-1311,ESR-1988(Welt) EXPIRES:12I31/201.rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3= -506) 111 6-4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4= -506 111 LOADING 4-5= 0) 86 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix desiggnators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 = MiTek M series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(•5 pall uplift at 24 "oc ssacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0" Allowed = 0.133" 14.00/ \ 4.0" \14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" 11 MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" 8 11'- 2.5" NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), Load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N 0 CO 0 0 :0k L 9 s� o O 6 ►_ o M-3x4 M-1.5x3 M-3x4 y y ), 5-10 5-10 ,) y ) , 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2Scale: 0.3596 `0 ! G2(N pis //Q WARNINGS: GENERAL NOTES,unless otherwise noted: 44C 'C''15/2Z/[77 15/--7//fJT "y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualCC. :(J72`4�P1E r- and Warnings before construction commences. building component.Applicability of design parameters and proper +�!/ T r u s S: D2incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4{ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,,,r4111060 DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f! OREGON t', SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L X � �W TRANS ID: 40655674 NQA# design loads be appled to any component and are for"dry condition"of use. ,C1 h 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing at all supports shown.Shim or wedge If 14 �¢. necessary. r + fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C 14 R`t,,,y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedpon both faces of truss,and placed so their center I,copies of ch will be f 111111 VIII VIII VIII 1111 VIII VIII III MiTek USA,InCs/CompuTf s iSoftware 76.6(1 L)E request. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) lines coincide with Joint center lines. 9.Digits indicate size of late In Inches. TPI/WTCA in EXPIRES:12/31/201 5 • IIIIIIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" (GOND. 2: Desi n ch k t( p ) p 4 'O spacing I TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 g tl for n of s lift at BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Design conforms to main ree-resisting DL ON BOTTOM CHORD = 13.0 PSF system and components andd cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO :HE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 slOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-tiONCUERENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 1' 12 IIM-4x4 12 A- 14.00/ 3 \14.00 1M • 0 I 0 co 0 /0411111166 , 7/- o o • �to 0 �. o a. M-3x4 M-3x4 A- 1, ), ), )' 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 ��-sS5- oFcs�io WARNINGS: GENERAL NOTES,mless otherwise noted: 4� (!= /Z b+?f !c 4, 1.Builder and erection contractor should be advised of as General Notes 1.This design is bssed only upon the parameters shown and Is for an individual 4 . :C92.,P E 1-" Truss: D1 and Warnings before construction commences. building compenent.Applicability of design parameters and proper Aiir 2.2x4 compression web bracing must be installed where shown+. Incorporation of comoonent is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 13'c.c.respectively unless braced throughout their length by ` p ty permanent bracing of continuous sheeting such as plywood sheathing(TC)and/or drywall(BC). ,.""'" `I' . DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ si C, SSEQ. + 4.No load should be spieled to any component until alter at bracing and 4.Installation of tress is the responsibility of the respective contractor. OREGON E Q. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes:ruses are to be used in a non-corrosive environment, �r ih TRANS I D: 406556 design loads be appsed to any component. and are for"dry wnctfon"of use. �t t 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes:b II bearing at all supports shown.Shim or wedge If ♦ 1.4 2. �" " fabrication,hendsng,shipment and Installation of components. necessary. A f { ON 7.Design assumes adequate drainage is provided. ,v/ Rry tt t- V 8.This design is furnished subject to the smitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center17"1 1 ch will be furnished upon lin s coincide with IIIIII IIII VIII I III VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of M fe USA,Inc./COn1puT S(Software 7.6.6(1 L)-E request. 10.Forbasicbasic connectorplate design values see ESR-1311,ESR-1988(MITek)o int center Nnes. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09.08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2= -5126) 1156 1- 7=842 7- ((-684) 2978 7- 2=1 -566) 2502 BC: 2x6 KDDF SANDA 3- 4= -3376) 838 8- 9=I.372` 1990 8- 3=2954 2- )-1214; 4854 424 WEBS: 2x4 KDDF STAND;; FLGrIuG 208 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5= -3446) 750 9- 5= -370) 1988 8. 4=S -156) 306 2x6 KODF #2 B IC UNIF LL) 50.0)+DLI 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6= 0 86 4- 9=( -176 84 BC UNIF LL 522.4))+DL 375.2)= 897.6 PLF 0,- 0.0° TO 4'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL 0.0 +DL 20,0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0' 0'- 0.0' -1280/ 5692V -197/ 189H 5.50' 9.11 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50' 4.89 KDDF ( 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (GOND 2 Design checked far net( osfi uplift at 24 "oc ail cine I M,M2OHS,MI8HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3" Allowed = 0.537" Lin ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" -/r- Join together 2 ply with 3°x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0' Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001' @ 12'- 8.0" Allowed = 0.133' 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. IL DEFL = 0.011" @ 11'- 2.5' LOAD(S) EQUALLY TO ALL MEMBERS. # 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-1 0 not exceed 19%at time of manufacture. f '( fDesign conforms to main windforce-resisting T 3-03 2-07 f 2-07 T 3-03 f system0 mp and components and cladding criteria. 12 12 Wind: 1(All Heights),6Enclosed,4CatB2DLExp B,ASCE MWFRS(Dir), M-4x6 load duration factor=l.6 14.00 \14.00 Truss designed for wind loads 34.0"�* in the plane of the truss only. 8 i M 3x5 r ,M-3x5 0 0 CO M-5x10 AIL o A I Oil ILlik o i. o 7 8 9 M-3x8 M 8x10 M-1.5x3 M 5x10-\ o *** 3551# y 1, 1- i 3-01-04 2-08-12 2-08-12 3-01-04 y y 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 ,`t'O PRopt6, JOB NAME: 5-A POLYGON NH - D3 3 ale: 0.2557 ,�. f �(" `,, WARNINGS: GENERAL NOTES,unless otherwise noted: VA�� /r �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -^9210 11 r I_ r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D3 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a; , A0".4ar�-. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood aheathing(TC)and/or drywall(BC). O " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ -�L ` OREGON A.SEQ. : 6037166 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. Z f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �i design loads be applied to any component. end are for"dry condition"of use. �O '7 1 4 fr N..i TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecegssa assumesn full bearing at all supports shown.Shim or wedge If /{rye fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. PRO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center IWICA in BCSI,copies of ch will be fumished upon nes coincide with joint center Nnes. 1111111111111111 VMTTPe USA,Inc./CompuTrus)Software 7.6 6(1 L)E request. late In Inches. 190.PForrib bainsic ectorsize ofplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTA LOAD DURATION INCREASE = 1.15 1-2= 0 86 2-4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" 0.0. 2-3= -217i 180 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625` Connector plate prefix designators: 5'- 9.2' -164/ 198V 0/ OH 1.50" 0.32 KOOF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50' 0,22 KDDF } 625` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED By IBC 2012, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc epee--M-(TI 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX TLMCREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(DIr) , oad duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. co C-, 0 u; N. 0 co 0 u; VA o� o _� 4 III -V M-3x4 A-- 1' ), y 1-00 6-00 _ (PROVIDE FU BEARING' t ' 4 0 t. JOB NAME: 5-A POLYGON NH - J13 Scale: 0.4281 �`0� Y15/2241Y RO �GPN mat„�'S`l WARNINGS: GENERAL NOTES,unless otherwise noted: tL� f 2 ! f * contractor 1.Builder and erection should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ''t `^92$•P E 1` Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .! DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r/ DATE: 8/22/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where s and/or drywall(BC). p° ty 9 3.2x Impact bridging or lateral bracing where shown++ 4.No bad should be eppiled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fCC SEQ. : 6037169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A.OREGON Ix �`V design bads be applied to any component. end are for"dry condition"of use. -%tet TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ‘',../ 74),''T 14 ' - fabncetlon,handing,shipment and installation of components. 7.necessary. provided.s �y t�f t � , 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locateddpn assumes on both facte ese of truss,and placed so their center �r7 r1 y� lines incide with joint center Fries. IIIIII IIII VIII VIII VIII VIII VIII IIII IIII MI FB USA, /CompuT S Software 7.6.6TPI/WiCA In BCSI,copies of which will be (1 L)-E request. 19.0.FForibasiclconnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-581 500 3.4=1.164 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -21 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625I M,M2OHS,M18HS, 16 = MiTek Mseries BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF (( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD ISA MINIMUM OF 10 PSF. ICQM1D 2 Design checked for net( o,at)uplift at 24 "oc soacioo.i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 r, MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033' MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. 12 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NI- o Trussoad duration designedfforwind o6loads co N in the plane of the truss only. r 0 M O o M-3x4 ), )' > > 1-00 6-00 4-03OV (PRIDE FULL BEARING Jts:2.6 3.41 �� 0 PROre JOB NAME: 5-A POLYGON NH - J12 Scale: 0.2960 �`� . 0,(" <d WARNINGS: GENERAL NOTES,unless otherwise noted: 444 15/221 (�/ pI.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual >92!i r-E Truss• J12 and Warnings before construction commences. building component.Applicability of design parameters and proper /f ' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �011/P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAma" g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1rDATE: 8/22/2014 the overall structure is the responsiMfdy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/OREGON /., 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -''j� SEQ. : 603 717 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, G/y -4 0\ design loads be applied to any component, and ere for"dry condieon"of use. V -7 1 4 2• �` - '. 8.Design assumes toll bearing at all supports shown.Shim or wedge if TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. �y i fabrication,handing,shipment end installation of components. 7.Design somas adequate drainage is provided. t'I R V 1.`"' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center lines coincide with joint center lines. 11111111011111111 M TTe USA,I/WTCA Inc./CompuTrus BCSI,copies of ich erill be furnished Software 7.6 6(1 L En request. 0Findicate scicof For bion ectorpltedesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA(DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 1-2=( 0 86 2-6=(0) 0 2.3= -636 500 TC LATERAL SUPPORT <= 12"OC. VON. LOADING 3-4= -243 97 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5= -76 0 OVERHANGS: 12.0" 10.6" OL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow P LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ( 9) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. KDDF 625 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.277 KDDF 625E 5'- 10.0" -415/ 473V 0/ OH 1.50" 0.61 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 ICOND. 2: Design checked for net)-5 nail uplift at 24 "on soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10.6" Allowed = 0.088" ;i MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5° Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 / system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads o in the plane of the truss only. co v 0 u31 F� 0 0 6' M-3x4 A- . )' k J- 1-00 6-00 4-10-09 (PROVIDE FU B ARIN••Jt5.2 6 4 JOB NAME: 5-A POLYGON NH - J11 Scale: 0.2753 ,5�`` � �rv �h�.7,�6sa4 WARNINGS: GENERAL NOTES,unless otherwise noted: 441 f 4G/// *= 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q a 920 0 PE 1..- T r us s: J 11 and Warnings before construction commences. building component.Applicability of design parameters and proper f LL 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibility of the building designer, w^ DES. BY• EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I' is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at id'o.c.respectively unless braced throughout their length by 09 DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/"MIlefo "" 9 3.2x Impact bridging or lateral bracing required where shown+♦ ty,,, 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor /.i SEQ. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 7,OREGONsb' A. TRANS I D: 406556 design bads be seeded to any component and are for"dry condition"of use. Hl �y� 5.CompuTrus hes no control over and assumes no responsibility for the a.Design assumes NII bearing at all supports shown.Shim or wedge if 4% -41' 14 'fi�q F fabrication,handling,shipment and installation of components. necessary. �Q, 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �� '�` heir center 11111111111111111111111111111111111111111111 M TeUSA,IrtCJCo I1puT 5 Software 7 6 6(1 L)E request. 19.0 nt center lines. Digits basic nlines coincide siizeroS.Plates shall be th f plate In Ingn helved on both faces s see ESR-1truss,and 911 ESRd so t1988(MiTek) C EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0i 86 2.5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3= -562 497 3.4= -139 88 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0 PSF BEARING MAX VERT MAX HORZ BRG REOUTAED BRG AREA OVERHANGS: 12,0" 0.0« TOTAL LOAD = 4 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 375V -199/ 435H 5.50" 0.60 KDDF � 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -417/ 474V 0/ OH 1.50" 0.61 KDDF 625 M,M2OHS,M18HS,M16 = MiTek Mseries BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Des>gn checked for net)-5 psff) uplift at 24 'oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003« @ -1'- 0.0" Allowed = 0.133" ;I MAX IC PANEL LL DEFL = 0.144« @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012' @ 9'- 10.8° NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00/ load duration factor=l.6 Truss designed for wind loads i, N in the plane of the truss only. O ..a- o N N O M O u7 .w _� 5... O M-3x4 y 1, y ), 1-00 6-00 3-11-09 (PROVIDE FULL BEAAING'Jts:2.5.3.41 POLYGON NH - J 10 scale; 0.2937 \`o- X PRO, E.Al.. s4 JOB NAME: 5-A �I" GENERAL NOTES,unless otherwise noted: � �S WARNINGS: Er 1.Builder end erection contractor shouts be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual � � �G T r u ss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component Is the responsibility of the building designer. �rj0 3.Additional temporary bract to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ng 2'o.c.and •at 10'o.c.respectively unless braced throughout their length by .r' w >✓m ^" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). /," DATE" 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O OREGON CC TRANS I D: 406556 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A. SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� '441 �QN design bads be applied to any component, and are for"dry condition"of use. 1 4 Q. 6.Design assumes full bearing at all supports shown.Shim or wedge If �)I {a, 5.CompuTrus hes no control over and assumes no responsibility for the necessary. '7 I`< fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center I,copies of 11111111111111111 VM TTe USA,lnCIAARCA In JCompuT us(Software 7.6 6(1 L)E ch will be furnished upon request. late in Inches. 1lines coincide vAth joint center lines. 90.FForrib indicate icion ectorsize of plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1$BTR LOAD DURATION INCREASE = 1.15 1.2=t 01 86 2-5=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2-3=((•483 427 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4= -111 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0° 0.0" L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix desi nators: 0'- 0.0' -24/ 378V -179/ 391H 5.50' 0.60 KDDF 625 C 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 ` 5'- 11.2' -377/ 439V 0/ OH 1.50" 0.56 KDDF 625 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625` M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND. 2: Design h .k d far n t( pot) uplift at 24 "oc spacinm l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' i' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8' MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ bi Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 cc. q Truss designed for wind loads v in the plane of the truss only. 0 0 c N O 7/- L.0 V.p O� _� o - 5-_� f M-3x4 s- 1-00 6-00 2-11-09 IPROVID FI B ARIN.;Its'2 5 3 41 JOB NAME: 5-A POLYGON NH - J9 Scale: 0,3208 ��� �� ROk- WARNINGS. GENERAL NOTES,unless otherwise noted: < f z zi ! a' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IrdiNdual Q' 192 I PE c"" Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2n4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. f+/" DES. BY' E E 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et '� is the responsibility of the erector.Additional permanent bracing of 2'e.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 'aft" , building g 3.2x Impact bridging or lateral bracing where shown++ # �, /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEW1. -i \ A. TRANS ID: 406556 design bads be applied to any component. and are for"dry condition"of usa. �/ei 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if /6 -7 3' 14 Q fabrication,handling,shipment and installation of components. 7.Design assumes. s pr �'`�y 0 t 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located uon both facese iof truss,and placed so their center `PRO- 6. 1..�" lines IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,lnCTPI/WTCA in SCG puT S Software 7.6.6(1 L)E request. 10.For basic connectorjoint plate design values see ESR-1311,ESR-1988(Weft) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 01 86 2.5=(0) 0 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. 61 3-4=( i- 107 34444 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 22.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50' 0.55 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50' 0.02 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net(-5pafl uplift at 24 "oc soacinc / -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 12 i Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads v o in the plane of the truss only. 0 cn 0 • I 0 o gi , _r 5►- 0 M-3x4 J• )' y y 1-00 6-00 1-11-09 •it I .r r. �e�tO PRapes, JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 'r5 "GINE', >4q- WARNINGS: GENERAL NOTES,unless otherwise noted. 1{.r� /z 1fc- 'vim 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 = 0 P E r Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredog must be Installed where shown+, Incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bract to insure stablll during construction 2.Design assumes the top and bottom chords to be laterally braced at e P ry ng h 2'o.c.and at 10'sc.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). >.` r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �L OREGON� �+cy SEQ. : 603 7174 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. a fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design beds be applied to any component. and are for"dry condition"of use. '�0 -� 1 4 Z� b, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility For the 6.oecesae assumes full bearing at all supports shown.Shim or wedge if �`' fabrication,handing,shipment and installation of components. necessary. R ILS- p Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII ILII IIII IIII M Te USA,lnCTPI/WTCA in JCompuTrus I,copies of ISoftw e 7 6 6(1 L)E request. 190.lines For ibaisicicot size of connector plate design late in values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WH/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0 86 2.5=(0) 0 2.3=(-334I 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -83 0 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 11.6" OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow P 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 5'- 9.2" 0/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 146V 0/ OH 5.50" 0.23 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6'- 0.0" 288/ 272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 PO) uplift at 24 "9c spacing.' /- 4 - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002' @ 6'- 11.6" Allowed = 0.096' MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2" Allowed = 0.864' 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (:) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v ^ load duration factor=l.6, CD Truss designed for wind loads co in the plane of the truss only. 0) 0 o/-- CD -a 5►� -f • M-3x4 • s ), )- .1, y 1-00 6-00 0-11-09 [PROVIDE FU B AKIN";Jts'2 5 31 JOB NAME: 5-A POLYGON NH - J7 Scale: 1.3682 �5's SIN�)���,/���6sid WARNINGS: GENERAL NOTES,unless otherwise noted: 451 `3IZ1 I! 2" 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual "• ±92 0$P E r"' Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced et / is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 05110 1* DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 1aa��'^ Po tY 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the res onsibi `1, I� p ue in the respective a environment, SEQ.. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� i/_4RE:G�N\� TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. �9 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /n 3.- 4 ,2,- fabrication,handling,shipment and installation of components. necessary. „v„ 6.This design is famished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. I�irh `i ` I[IIIA VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCS[,copies of which will be furnished upon request. 8 Platesnecoincide w sh joint contetr mesh s of truss,and placed so their center r T Lb MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f plate In Inches. 10.For9. basicits connectorcate slze plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIII` This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: ix4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3.(-223) 184 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625 C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IGOM1D 2 Deign checked for ngi( s psf) upl ft at 24 "oc soacing LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 11-09 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX IC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572" MAX IC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858" I( MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" )P MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture ccitent does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mphh=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,U Cd in designed planeor loadsind truss only. c. U, 0 v n CO 0 CO 0 r-- LOill L M-3x4 I I I 1-00 6-00 (PROVIDE FULL BEARING'Jts'2 4 Oi JOB NAME: 5-A POLYGON NH - J6Scale: 0.4179 <0 ! GINS�,/� 122 GENERAL NOTES,unless otherwise noted: v12(wi/ I q WARNINGS: p 1.Bulkier and aredion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual � !✓2 0 S P E Truss: J 6and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to d throughout laterally braced at p 2'o.c.and at 10'o.c.respectively unless braced their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • OREGON to 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - ihA. SEQ. : 603 717 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- d 2�\, -4.. design bads be spied to any component. and are for"dry condition"of use. �. 7 j 4 8.Design assumes full bearing at all supports shown.Shim or wedge If e2. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4/ .1:11:110- 6. t t�` V fabrication,harniFng,shipment and installation of components. 7.Design assumes adequate drainage is provided. r-'1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch will be furnished upon 1111111111111111111111 MTTPe SA,lnCin S/CompuT us wh(Software 7.6.6(1 L)E request. late in inches. 10.Iines incide with joint center lines. 9.FF Digits ibasic connectorcoae size of ppplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0� 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•180 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625` Connector plate prefix designators: 4'- 10.8" -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 70V 0/ OH 5.50" 0.11 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net( pcf) Mptift at 24 'oc epac�l-.l BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140' @ 2'- 10.1" Allowed = 0.470' MAX TO PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705' i0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windfarce-resisting system and components and cladding criteria, Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cv load duration factor=1.6, to Truss designed for wind loads v c in the plane of the truss only. v i c° o r, 0 pli o/ o -- ��4 M-3x4 A- ,1 y 1-00 6-00 (PROVIDE FU B ARIN•;Jts•?3 413 41 JOB NAME : 5-A POLYGON NH - J50 PRO��" Scale: 0.4549 Cti‘s.3- TIN p uv WARNINGS: GENERAL NOTES,unless otherwise noted: t{r I 4 'tel}' #,.�y 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . ±920 S PE 1--' Truss: J5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 010 r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erecton Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/ordrywell(BC). "NW . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ -4 SEQ. : 60371774.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, >r tx "4/ TRANS I D: 406556 design bads be applied to any component. 6.and en for Fulldbeadn fel all supports '7 t7 5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge if , A' '4 Pd 1y" fabrication,handing,shipment and installation of components. necessary. '�/'4 ' I) t �y f' 7.Design assumes adequate drainage is provided. �y t S t. V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l 1 1� lin s coincide with j int IIIIII I III VIII VIII VIII VIII ILII(III(IIIMiiTTe USA,Inc./CompuTrusI/VVTCA in BCSI,copies of (Software 7.6 Gch will be (1 L)E upon request 10.For basic connuctoroplate design values see ESR-1311,ESR-1988(MiTek)icenter fines. ts indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2-4=(0) 0 BC: 2x4 KDDF k1&BTA SPACED 24.0' O.C. 2.3=(-132) 131 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , , • ,., „ , I. ft at 24 "oc s acp ing�l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-09 i' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" -/ MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 0 MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8' 12 NOTE:Design assumes moisture content does 14.00 not exceed 19%s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N 0 oad duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. v sn N O CO O r/ O� � ►� 4 O M-3x4 A- ), y y 1-00 6-00 (PROVIDE FULL BEARING�Uts:2.3.4I EC0 PRQ, JOB NAME: 5-A POLYGON NH - J4 Scale: 0.509, ` iizl 1T7 l' WARNINGS: GENERAL NOTES,unless otherwise noted: !!]] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualioge .721 WE and Warnings before construction commences. building component.Applicability of design parameters and proper 1-- Truss: J 4 incorporation of component is the responsibility of the building designer. 2.204 compression web bredng must be Installed where shown+, 2.Design assumes the-top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + Jaa^'"r DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). t' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -p A SEQ. : 6037178 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L� -% SO -4 ` design Meds be eppted to any component, end ere for"dry condition"of use. y 4 ty'"'• TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes vN bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. ry. r� y{,.� g p Po 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Iillll IIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCAekU In BCSI,copies of which will be fumished upon request. es. 9.liness indicate coincide with o)oi jointcenter inrinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C1TIOA TRUSS SPAN 6'- 0.0' BC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEM2ER FORCES 2W4/ 0q=1.00 SPACED 24.0" O.C. 1.3=( 0 86 2.4=(0)(o) 0 TC LATERAL SUPPORT <= 12'OC. UON. 2-3=(-81� 106 BC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' IL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES TOTAL LOAD = 42.0 PSF 0'. 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 6'- 10.0' -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pd` 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF } 625` M,M2OHS,M18HS,M16 = MiTek Mt series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON_U 7�OgSign h k d for n t(�p,f)�p�ift_,t?q g nn BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON•IONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ •1'- 0.0' Allowed = 0.133" 2-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.016' @ 1'- 8.2" Allowed= 0.398" MAX BC PANEL TL DEFL = -0.030° @ 3'- 1.4" Allowed = 0.339' 12 -' MAX HORIZ. LL DEFL = -0.001" @ 2'- 10,8^ 14,00/ ) MAX HOAIZ. TL DEFL = 0.001" @ 2'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 .4-1 T inuss thedesiplaneed offor thewind trussoads only. 871 cc-) In o/- rid0 oL W� M4 -/ M-3x4 1 y 1 PROVIDE F KIN It B A ; s:2, 4l 6-00 JOB NAME ' 5-A POLYGON NH - J3 �,>v0 PRo4 Scale: 0.5712 c.( { tr0 WARNINGS: GENERAL NOTES,an'ess otherwise noted: 4'�J` .• f 2'z/PTY r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en indMdual { n Truss: J3 and Warnings before construction commences. building compc-ie:.rt.Applicability of design parameters and proper �Z *PE C' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �/r DES. BY• E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes tie top and bottom chords to be laterally braced at r' aelT Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10c.c.respectively unless braced throughout their length by • DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner, continuous sheath'ng such as plywood meed sheathing(TC)and/or drywall(BC). ,,.+`WI. rr^ 4.No load should be g 3.2,1 act bridL n,;o:lateral bracing required where shown++ 4t appied to any component until after all bracing and 4.Installation of toss in the responsibility of the respective contractor. S E Q. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assume.".vases are to be used In a non-corrosive environment, }_OREGON As.(/ TRANS I D: 406556 design loess be no con to any component. and are for dr,condition"of use. v! 1) 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes:all bearing at all supports shown.Shim or wedge if '��' ,la fabrication,handling,shipment and Installation of componenh. necessary. j 4 ��" 6.This design Is furnished subject to the imitalons set forth 7.Designlateshalt bew *adequane drainagecIs trus,provided. �� `a I(IIIA VIII IIID VIII VIII VIII VIII(III(III TPI/WrCA In BCS(,copies of which will be furnished upon request. 8.Ines coincidjam on thanes s of truss,and placed so their center L. M(Tek USA,InC./COmpuTrus Software 7.6.6(1 L)-E e In Inches. 10.For basi9.Digits c ccoonnectote reza rplate�design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 TC: 2x4 KDDF k16BTR LOAD SPACED 24.0" O.C. 2.362) 83 BC: 2x4 KDDF N1&BTR = - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRE) BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (lSPECIES DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625 1'- 10.8" -139/ 127V 0/ OH 1.50' 0.20 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND 2 pegign rhecked far nett-5 osf)Jtplift at 24 °oc soaciny.l M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" 1-11-09 MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed= 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6' Allowed = 0.254" MAX BC PANEL IL DEFL = -0.023' @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" 14.00/ NOTE:Desi9n assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting ) system and components and cladding criteria. Wind: 140 mphh=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. N cr O to 0 �4 -/ M-3x4 A- 1-00 (PROVIDE FULL BEARING' tt0 2,3,I 6-00 _to PR OPE' JOB NAME : 5-A POLYGON NH - J2 Gcale: D.6380 /2 °% WARNINGS: GENERAL NOTES,unless otherwise noted: Gt C�L'VII PE 6' 1.Builder and erection or ccntractor should be advised of all General Notes 1.building component Applicability of n the designters shownparameters and profor peenr individual Truss' J2 and Warningsmbeforewbracing mutcommences.bIncorporation of component is the responsibility of the building designer. 2.2,4 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at All 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10 o.c.respectively unless braced throughout their length by > `w' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON f,. 4.No load should be appsed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V S E Q. : 60371 8 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /t end are for"dryconition"of use. �'A '' 1 4 'IP �,4 design bads be applied to any component. 6.Design assumea foil bearing et all supports shown.Shim or wedge If ` (� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. At )"�RIO- 6. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located pon both faces of truss,and placed so their center ch will be furnished upon ines ncide with joint center Ines. I IIIIII IIII VIII VIII VIII VIII VIII 11111111 TPIANTCA in BCSI,copies of M Tek SA,Inc./CompuTrus iSoftware 7.6.6(1 L)-E request. late in inches. 10 IFFogiit is indicate ctorof plate design values see ESR-1311,ESR-7988(MITek) EXPIRES:12/31/2015 I • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.,r IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 BC: 2x4 ODE #18BTR SPACED 24.0' 0.C. 1-2=( 0� 86 2.4=(0) 0 2.3=(-99 174 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0' L ON BOTTOM CHORD = •,0.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -170/ 327V -26/ 82H 5.50" 0.52 KOOF ( 625` Connector plate prefix designators: 0'- 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 C,CN,C18,CN18 or no prefix) LL = 25 PSF Ground Snow ( _? 6'- O.o" 0/ 48V 0/ ON 5.50" 0.08 KDDF 625` ( = ormpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE 70 THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2052 NOT BEING MET. �QOND. 2: Design h .k d for n t( pgf)�plift at 24 "oc a 1nr I BOTTOM CHORD CHECKED FOR 1DPSF LIVEL05D. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NO;t-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -i'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001• @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6" Allowed = 0.254" 0-11-09 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8' Allowed = 0.339" T T MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does 14.00/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mph h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Io 18 v o 0 0 �� N 01 �� ►�4 -3x4 r y 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 y JOB NAME: 5-A POLYGON NH - J1 Scale: D.6505 `���` ��pN �ssio WARNINGS: GENERAL NOTES unless otherwise noted: G,(� 1,f Z z/ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is timed only upon the parameters shown and is for en Individual (k• T 92$$P E 10 �-- Truss:• J1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes tie top end bottom chords to be laterally braced at / Is the responsibility of the erector.Additional permanent bracing of 2'o c.and at iC'a.c.ouch ply unless braced throughout their length by 0ewsYr DATE: 8/22/2014 continuous ridg nylogor such as plywood sheathing(TC)and/or drywall(BC). ,,w r�lrr,. Sa^' the overall structure is the responsibility of the building designer. 3.2x Impact bddgin�or lateral bracing required where shown++ -y �' 4.No load should be applied to any component until after all bracing and 4.Installation of tress is the responsibility of the respective contractor. OREGON �(/ SEQ. : 6037181 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: 406556 design loads be applied to any component. ity 6.and are for matiodof fatell supports � .74.1 ^k� 5.Com uTrus has no control over end assumes no responsibility for theDesign0 shown.Shim or wedge If �' T" j 4 �y{� fabrication,handling,shipment and Installation of components. necessary. �y1(Y.... 8.This design Is furnished subject to the Imitations set forth by7.DesignPlates shall be assumes aaeduon ne botdrah ae Is provided. �� �+ { V TPIIWTCA In SCSI,copies of which wit be furnished upon request. 8 bines coincide with joint ptt centerInes.faces of truss,and placed so their center t.W, IIIIII(IIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)E 19.0.For ibasic connector design values see ESR-1311,ESR-1988(Welt) EXPIRES;12/31/2015 1E1111 101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2- 33=(-4M146) 2889 7- 9=(-60) 63 7: 33=( 70) 522 WEBS: 2x4 KDDF STAND LOADING 4- 5.(-237) 93 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -83) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' 0/ 287V -1331 325H 5.50" 0.46 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 gsfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 6-11-09MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" f l' MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196" --/ MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295' MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5' Allowed = 0.434° MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting p system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, v o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co M-4X6 Truss designed for wind loads oin the plane of the truss only. at �0 , cp Ali NIIM ui �,-„. mrs csi8 to M-1.5x3 88 M-3x4 M 3x4 - M-3x4 > ), ), 2-03-12 3-08-04 1-001. 2-05-08 4-06-01 j, y 6-00 0-11-09 ;PROVIDE FULL BEARING:Jts:2.4.9,51 Scale: 0.2881 �"��,���° PROF JOB NAME : 5-A POLYGON NH - J7C GiN WARNINGS: GENERAL NOTES,unless otherwise noted: C' r 121//77 r.- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4C' `1'72,111•P E Truss: 17 Cand Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracingto insure stabilityduring construction 2•Design assumes the top and bottom chords to be laterally braced at 2' and at 10'o.c.respectively unless braced throughout their length by ,r', , AIw"'" DES. BY: EE is the responsibility of the erector.Additional onal pe manent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r,°" /'" DATE' 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` OREGON w/ 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. - -p ,E_ SEQ. : 6037182 fasteners ate complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. -% Zhu design loads be applied to any component. and are for"dry condition"of use. Q 14 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. /{r/� VP fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. afi R l �' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center will be furnished upon IIIIII VIII VIII(IIII(IIII VIII VIII IIII IIIIM TTe SA�Inc./CompuTrus(Software+7 6 6(1 L)-Eequest 1ide with joint center Ines. 0.lines FForibaisicccon ectorsize oplplate te design values see ESR-1311,EBR-1988(MiTek) EXPIRES:1 2131/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF kt$BTR LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 1-2=f 0 86 6-8= -32 52 6.3= 0 18 WEBS: 2x4 KDDF STAND 2.3=(-372) 267 6-8=1.39) 62 6.3=1 6( 52 LOADING 3-4=(-338) 286 3.8=(-76) 48 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(-112) 82 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.8" -205/ 274V1 0/ OH 1.50" 0.35 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 5'-5'- 118.8' 3/ 61V 0/ OH 5.50" 0.10 KDDF ( 625` 1.6' -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 osj uplift at 24 'oc Spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6' Allowed = 0.196" 5-11-09 MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.016" @ 4'• 7.5" Allowed = 0.290' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" o MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 / system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads M-4X6 in the plane of the truss only. f0 /' rD 11111111111h. 0 BB o Mill , a� �i.'�t'm�e n" 6�_� -1 0 o M-1.5x3 • M-bx4 0 M 3x4 M-3x4 1 ), y 2-03-12 3-08-04 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FU B ARIN"' tu' 4 8 5j JOB NAME: 5-A POLYGON NH - J6C �.O PR04, Scale: 0,3244 t Sa WARNINGS: GENERAL NOTES,unless otherwise noted: ��J� 1, " `"fr J6C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual !,� n r r Truss: J 6C and Warnings before construction commences, building component.Applicability of design parameters and proper � �1 G 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY E E 3.Additional temporary bracing to Insure stability during consfmction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such es plywood required ng(TC)and/or dryweli(BC). WOW,- e�^" 9 3.In Impact bridging or lateral bracing where shown++ C 4.No bad should be mulled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. al SEQ. : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/OREGON� A_ TRANS I D: 406556 design bads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /�. 14 2 .02p,, fabrication,handling,shipment and installation of component. ecessary. 8.This design is furnished subject to the Rndtations set forth 7.Designlates shall be assumes on botdrah facesae is provided.and. A r"T { III VIII IIIII 1111111111110110 III VIII VIII VIII IIII IIII TPI/WrCA in SCSI,copies of which will be furnished upon request. 8.lines coincide with joint centerRes. of truss, placed so their center 1�. MiTek USA,InC./COmpUTrus Software+7.6.6(1L)-E9.Digits Indicate size of plate in inches. 10.For basicplate connecto values see ESR-1311,ESR-1988 design (MiTek) EXPIRES.12/31/2015 This IFdIC LUMesign BER-BpreparedC from computer input by IIIIIIIIIIIIII TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF BC: 2x4 KDDF #1&BTR1ANDR SPACED 24.0" O.C. 2-3.((-372) 286 3.8=(-76) 48 -372) 267 6.8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 KDDF STAND LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE Sa.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 2'. 10.8' -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'-5'- 1 08.6" 801.8' 0/ 74 161V 0/ OH 5.50" 0.10 KDDF ( 625) V 0/ OH 1.50" 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for nett-5 nsf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295' MAX TC PANEL LL DEFL = 0.018" 8 4'• 7.5" Allowed = 0.290" 5-1 1.09 MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = •0.004" @ 5'- 10.8" o NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 m hl h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7•1Ot 14.00/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v M-4x6 a m 44 r0 AL . Lc) = o M-1.5x3 M-3x4 M-3x4 M-3x4 1, y /, 2-03-12 3-08-04 1, 1, 1, 1, 1-00,, 2-05-08 3-06-08 1, 6-00 (PROVIDE FULL BEARING;Jts:2.4,8,51 c.�Aat0 PROpe.c,, JOB NAME: 5-A POLYGON NH - J5C Scale: D.3224 �� �p12z1� �-� WARNINGS: GENERAL NOTES,unless otherwise noted: l,, 7-J4$•�� t"f 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J5C 2.2x4 corn pression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and ai 1 g'o.c.respectively unless braced throughout their length by ,,.��"� AIOPP DES. BY: EE s the responsibility of the erector.Additional permanent bracing of dilr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Jsii Cr �i(�REGC+nN �r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p' 7}� E L�� SEQ. : 6037184 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. design bads has no con to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if A I TRANS I D: 406556 5.CompuTrus no control over and assumes no responsibility for the necessary. t ` illiki fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. rig 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII 11111 VIII VIII VIII IIII IIII TPI/VVTCA In ./ whichSoftware furnished request. lines MiTekSA,Inc./CompuTrus +76.6(1L)-EDigits ) indicate cof plate 10. bsotactor design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 41&BTR TRUSS SPAN 6'• 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1-2= 0) 86 2-7=(-58) 82 7.6= 0) 18 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3.(-150 0 6.8=(-70) 98 6-3=( 00 52 LOADING 3-4=( -14) 44 3-8=(•119) 86 LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( 0) 0 BC LATERAL SUPPORT <= 12"OC. 008. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN18 (or no prefix) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) i = Coepu7rus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2' 10.8" -101/ 127V88 0/ OH 1.50" 0.16 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625` BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2 Design the ked for n tl 5 psi) uplift at 24 oc spacilg l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX TC PANEL LL DEFL 0.006" @ 1'- 2.4" Allowed 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201" T MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce•resisting M-4x6 system and components and cladding criteria. CD Wind: 140 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4A444444444444K ^ load duration factor=1.6, Truss in the dplaneeoffthe wloads truss only. sr ct O u0 OTS llII CD ����181e1 ►-8 CD` ,► N M-1.5x3 M-3x4 Mi3x4 O M-3x4 y ,b ) 2-03-12 3-08-04 ,1 ), ), y 1-00 y 2-05-08 3-06-08 * 6-00 [PROVIDE FULL BEARING:Jts:2,4,81 JOB NAME: 5-A POLYGON NH - J4C p, � poF� Scale: 0.4172 IN ,.Q S tiy0 WARNINGS: GENERAL NOTES,unless otherwise noted: �<451 vf'a /? /✓fj 1Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' 920 � 7c- .Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper 7�`�f G 2.2n4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'p.c.such ativ ly unless braced throughout their length by , DATE: 8/22/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r 6 3.2x Impact bridging or lateral bracing required where shown++ CC �1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibisty of the respective contractor. TRANSSEQ trusses are to be used in a non-corrosive environment, 'S1'L, ,¢r7 ' GQ a� i((J. I D: 406556designloads be appied to any component and are for"dry condition"of use. tk 5.Compu7rus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If 4_ 14 4 2 fit,,„ .. fabrication,handing,shipment and Installation of components. 7.necessary. p �+. l C 6.TTPINVTCA his design is furnished subject to the imitations set forth by 8.Plates nshall be locateassumes dpuon both facesiof truss,and placed so their center C R y 4. IOIJI VIII VIII VIII VIII VIII VIII(III(III M TeUSA,lnC./CO r puTrus Software BCSI,copies of which will be s+7.6.6(1 L)-E rnished upon lines coincide with joint center Ines. request. Digits basic iconnector oplate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111141PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1...5 1.2=( 0) 86 2-6=(-58) 82 6.5=) 0) )) 18 BC: 0 2x4 KDDF S1ANTR TC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2.3=( 150) 44 5-7.(-70) 98 5.3=((-11 0) 86 52 WEBS: 2x4 DDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) Connector plate prefix designators:Com LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-11-09 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" T I MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201" MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8" :12/BOTTOMCHORD,CHECKED MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. oDesignconforms to main windforce-resistingsystem and components and cladding criteria. 0 0 Wind: 140 mpph h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),loadduration factor=l.6vTrussdesigned for wind loadsin the plane of the truss on y.0 0in .1 111111111111111 `1o oM-1.5x3 o� )' y y 2-03-12 3-08-04 y 1-00 ,, 2-05-08 y 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,7I JOB NAME: 5-A POLYGON NH - J3CScale: 0.5570 CI�. / �Q WARNINGS: GENERAL NOTES,unless otherwise noted: -' . `+PE C'" 1.Builder and erection contractor should be advised of all General Notes 1.This building component.nIs based only Applicability the of araimeters shown rand i Tprorr an Individual ffJJ2//ry�r Truss: J3C end Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2o4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at � ►' 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'on.respectively unless braced throughout their length by NOW, jy„ DES. BY' EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). *+ DATE: 8/22/2014 the overan structure Is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ ,ifOREGON �(� 4. load should be applied to any component should until loads all bracingatrthan and 4.5.)nstallation of truss is the Design assumes busses are to beuseed In a nolity of the n-corrosispectivev e a vironment, 4.... +�.,��. i 4 N ,.L.. SEQ. : 6037186 fasteners arecompleteand at no time should any loads greater than and are for"dry condition"of use. V t�C- deslgnTres be tippled ocontrol to any r component. 6.Design assumes fur bearing at all supports shown.Shim or wedge if TRANS I D: 406556 5.CompuTrus has no over and assumes no responsibility for the necessary. ille yLb fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6 This design is furnished CA in BCS(,copies of which will be furnished forth upon request. a Mese coincidshall eewlth joint centeon r ries of truss,and placed so their center 11111111111111111 VMITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 0.F6lbas Indicate connectorelplate te design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input PACIFIC LUMBER-BC p p by LUMBER SPECIFICATIONS TC: 2x4 KDDF MBIA TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DOF/Cq=1.00 BC: 2x4 KDDF gt$BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1.2=( 0) 86 5.7n(-30) 39 6-5=( 0) 8 2-3=(-96) 0 5.7=((-43) 53 5.3= 0 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= -33 35 3-7=�•56{ 45 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD =. 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix desi nators: LL =25 PSF Ground Snow (Pg) 0'- 0.0" 33/ 281V 44/ 117H 5.50" 0.45 KDDF ) C,CN,CI8,CNI8 (or no prefix = CompuTrus, Inc 6'- 10.0" 140/ 97V 0/ OH 1.50" 0.16 KDOF OH 5.50" 0,10 KDDF ( 625 625) M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND�.�Og33gn ch k d far n ilft at 24 "oc spaClDg,f 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX T f MAX TLCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = 0.000" @ 5'- 4.7" Allowed = 0.179' 14.00 MAX TC PANEL TL DEFL = 0.004' @ 0'- 10.4" Allowed = 0.140" MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" M 4x6 MAX HOAIZ. LL DEFL = -0.002" @ 5'- 4.7" MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. k o Design conforms to main windforce-resisting ` system and components and cladding criteria. Wind: 140 mph h=20.4ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 CD NI. w (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=/.6, Truss designed for wind loads o �� in the plane of the truss only. M /- ul �� 1171111111111111111 o,� M-3x4 0 • 7 6 0 M-1.5x3 M-3x4 M-3x4 y y 1- J. 1-03-12 4-00-15 0-07-05 ,1 1, 1, y 1-00 , 1-05-08 4-06-08 'PROVIDE FULL BEARING:Jts:2"4,71 6-00 y JOB NAME: 5-A POLYGON NH - J2C 'C(':‘,15/21 �,1r,o PROP, Scale: 0.8194 {`lam, f�© WARNINGS: GENERAL NOTES,unless otherwise noted: C:T� •"f�/?NZ/;j' 7, /f. T(,u$S: J2C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 44r GG9 4(+ and Warnings before construction commences. building component.Applicability of design parameters and proper �"�`�`/.P 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to Insure stability during const act,on 2.Design assumes the top and bottom chords to be laterally braced at ✓r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as plywood sheet when C)and/or drywall(BC). SEQ. : 6037187 4.No Mad should beeIn tmpptotbodging or thterelponsibiity of the whileshe contractor. / fir. bean to any time should any l after all eater thanh and 4.Design ass of es trusses Is the responsibility usedsin ocostive a environ. (� fasteners are complete and at no time should any loads greater 5.Design assumes are to be in a non-corrosive environment, '}t� ���GON (C TRANS I D: 406556 design loads be appled to any component. and are for"dry condition"of use. �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if /©..'q�r 14 2� fabrication,handling,shipment and Installation of components. 7.necessary. provided. V {�� I II VIII VIII VIII VIII VIII VIII IIII IIII 6.This design Is CSl, d subject to the liIt Motions set forth by 8.Plates nshell be with joiassumes nt on both faces e icot truss,and placed so their center RI v TPINVrCA In SCSI,copies of which will be famished upon request. lines shallcoincie )olnf pt center tines. �fi R I IA" MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z late In inches. 10.Digits9. r basicscate size connectorplate design values see ESR-131 1,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111111This LUMBER-BC TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g18BTA LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2=( 0) 114 2.4=(0) 0 2.3=(-159) 91 SPACED 24.0' O.C. BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LBEARINGS MAXCVIRTS REACTIONSHORZSIZE RE I. BRG(SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF O'• 0.0" 821 513V 571 192H 5.50" S0.82G.I KD S ( 625 TOTAL LOAD = 42.0 PSF 1'- 9.2' -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) OVERHANGS: 24.0" 0.0" 7'- 11.8' -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (?g) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I OG ND 2 Oesjg ti 'far nett 5 o�fl uplift at 94 'oc soacina.( M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" - gg notEexceedn19%sat time ofumanufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 7.00Wind: 140 mpph h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c0 0 0U, 00c3 does 0 0� /01207 - 0 " 4► 0 M-3x4 I I I I 2-00 2-00 5-11.13 (PROVIDE FULL BEARING;Jts:2,4.31 0,0 PROP �,� JOB NAME: 5-A POLYGON NH - SJ2 sale: D.4659 � 1z1 '° WARNINGS: GENERAL NOTES,unless otherwise noted: dlie,ii< Q' '9 `PE C"� �+ �] 1.Builder and erection contractor should be advised of all General Notes 1.buildingsdesign component.Applicability is lyn the of ai0 parameterseshown and i for an individual Truss: SJ 2 and Warnings mpress before bracing commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the;op and bottom chords to be laterally braced at �, '• 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectivey unless braced throughout their length byraf'ra,. /'�' DES. BY• EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywen(BC). OREGON �W DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ C 4.No load should be applied to any component until alter all bracing end 5.4.Design Installation of trussu is the sshs are fo si used ooh respective vcontractor. toenvironment,. 7Ll q i 4 ry(� b.,c„ S EQ" : 603 188 fasteners are a appl a end et no time should any loads greeter thanand re for"dry condition"of use. S/ P C design bads a n o ccon ro a vy r and assut 8.Design assumes full bearing at ell supports shown.Shim or wedge it A-[. TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the necessary. r/C 1 I t•„`+ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center ines coincide with joint center hnes. 1111111����11111111 SII III IIII11111I ft TPINVTCA SAn BCS.,o copies of which Software 7 6 6(1 L)-E request. 9.IFor Digits basic connector aplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIII TPACIFIChis design BER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IC: 2x4 KDDF #1&13111 LOAD DURATION INCREASE = 1.15 IBC 2012 MAX ME-2ER FORCES 2-4/(0) 0q=1.00 BC: 2x4 ODEN1&BTR SPACED 24.0' O.C. 2-3=-3= -900 1144 2-4=(0) 0 � ; 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6L ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS7REACTIONS195I5E 0.92 F ( 625 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 825 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 1'- 9.2' -123/ 62V 0/ OH 5.50' 0.10 KDDF 625 3'- 11.8" -44/ 94V 0/ OH 1.50° 0.15 KDDF 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY,DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '.OND D 'gn check__ ed for nett 5 p<f)�p�ift a_ t 2q gs�p ,nn BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1" Allowed = 0.054' MAX IC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407' 7,00 / MAX HORIZ. LL DEFL = -0.000' @ 3'- 11,1" -y MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed Cat.2, Exp.B, MWFAS(D1r), O oad duration factor=1.61 co Truss designed for wind loads u, o in the plane of the truss only. N O) O o 2111110- 11 4.1 M-3x4 1 1, y y y 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ1 v, 0 PPOFe Scale: 0.6869 `Gyp ! ( --Are sc�-0 WARNINGS: GENERAL NOTES,unless otherwise noted: j� v /Z / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . • 0 P E 91,•• Truss: SJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 92$ I 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'if- DES. BY EE 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). A,,✓; r > 3.2x Impact bridging or lateral bracing where shown++ Q �1 4.No bed should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. fili SEQ. " 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, f1- OREGON ,& TRANS I D: 406556 design bads be appped to any component and are for"dry condition"of use. /y / 1k 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali beating at all supports shown.Shim or wedge if ix.,/. 14 ' �P"�" fabrication,handing,shipment and installation of components. necessary. S' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate 8.Plates shall be located on both faces is provided. ��� f { uss,and aced so r center IIIIII VIII VIII VIII VIII VIII VIII'III'III TPI/WTCA in BCSI,copies of which will be furnished upon MiTek USA,Inc./CompuT Us Software7 6.6(1 L)-E request t9.o.Digits intisic ccalines rtsize d ofpplate in inches. joint center cgn helues sae ESR-13111 ESRt19i88(MiTek) 4 4 EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LOAD TRUSS SPAN 5'- 9.f:" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS DURATION INCREASE = 1,15 1-2=( 0) 72 2.5=(-37) 50 3-5=(-178) 140 TO: 2x4 KDDF Al&BTA BC: 2x4 KDDF S180DA SPACED 24.0" 0.C. 2.3=(-82) 64 WEBS: 2x4 KDDF STAND LOADING - 3.4=( -7) 3 TO LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 02.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA 10.0' PSF TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625 OVERHANGS: 24.0' 0.0" LL = 25 PSF Ground Snow (Pg - 5'- 9.5' -27/ 235V 0/ OH 5.50" 0.38 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �cONO 2 Design rhe ked far nett 5 oef)�plift at 24 "oc soacinm.l C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059' @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" T MAX HORIZ, LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8" 4.00 C='"" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 _, system and components and cladding criteria. 3 Wind: 140 mph h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g 'All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6�, Truss designed for wind loads in the plane of the truss only. 0 C.) Cr C N O rr- N U th o� 2►' 1110.-- 15 1 M-3x4 M-1.5x3 A- 1, 1, ), 5-05 0-03-12 > ), y 2-00 5-09-08 �__cg PRQF��s JOB NAME POLYGON PLAN 5A NH - H2 3oale: D.6,56 1 ti WARNINGS: GENERAL NOTES,unless otherwise noted: �• l�..... i`� H2 1.Builder and erection contractor should be advised of all General Notes 1•bulking design mponent Applicabibly of n the deslgntparametersers shown aa dnd i pros rr aan Idividuel Truss: 112 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.204 compression web bredng must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at � "• 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�rr .; DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywat(BC). DATE: 9/3/2014 the overat structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ontractor. 4w OREGON ((� 4.No load should be applied to any component until after all bracing and 4.5.DesignInstallation assumesstrusses responsibility are to beusseed in a nof the on-corrosiespective ve environment, 4,, cif.� 1 (�� 4 torr A. SEQ. : 6048198 fasteners are complete at no time should any loads greater than and re for"dry condition"of use. V �y . design loads be no controln to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if J�,� V TRANS I D: 40731 1 5.CompuTrus has no over and assumes no responsibility for the necessary. -+*/4 I�,,,�,. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center upon 111111 11111 11111 11p1 X1111111111111111111 MiTeTPI/ USA,IncCA In ./CompuTrus copies of which Iwill bSoftware 7 66(1 L)-E request. lines10.Digits rrbas indicate nectorof plate in inches. plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" TC: 204 KDDF#1&BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1-2=( 0)) 72 FORCES 2W4/2.4=(0)(0) 0q=1.00 1- 0 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2.3=(-57) 13 TC LATERAL,SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OCATIOG MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS7REACTIONS40E 0.76 (SPECIES) 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625 Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GON__D 7��ign h k d for n t(�pcf)splift at 24 oc c0 ,nn BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040' @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 4.00 2 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 'ak v O N O V7� O r 0, r O Of _ M-3x4 4 1, J, ), 2-00 2-07 JOB NAME ' POLYGON PLAN 5A NH - H1 �( � e5,s, Scale: 0.7786 5 L IN41 WARNINGS: GENERAL NOTES,unless otherwise noted: LI-cl., V /, H1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual •' .92 0 0 PE 1'3",..' Truss: H 1 end Warnings before construction commences. building component.Applicability of design parameters and proper G r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: EE • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ✓�� DATE: 9/3/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�rr Amo" 9 3.2x Impact bridging or lateral bracing required where shown+a 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. 7 4._OREGON S E Q• • 60481 99 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v ,,.. TRANS ID 407311 design loads be applied to any component. and are for"dry:edition"of use. • 5.CompuTrus has no control over and assumes no responsib/y for the 6.Design assume:,:all bearing at all supports shown.Shim or wedge if �,O �� 1 4 GO P�� fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.DesignPlatesassumell be.+adequate on ne dthinaa is Pr truss,san /h1��n` y IIIIII IN IIIA III VIII VIII In IIII IIII TPUWTCA in BCSI,copies of which will be furnished upon request. 8. nes coincide wIth jointf�cert both Nes faces of and placed so their center Ft b MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or baits slcicoonnecty�platete in inches. design values see ESR-1311,ESR-7988(Wel() EXPIRES:12/31/2015